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Home My WebLink About1960 KELLOGG AVE; ; CB121578; PermitCity of Carlsbad 01-30-2013 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB121578 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: 1960 KELLOGG AV CBAD Tl Sub Type: INDUST Lot#: 0 Construction Type: 58 Reference# 2120930100 $1,593,079.00 FLOREXPO: 42,917 SF Tl TO EXIS Status: ISSUED Applied: 08/21/2012 Entered By: JMA Plan Approved: 10/12/2012 Issued: 10/12/2012 Inspect Area PY Plan Check #: ASSEMBLY AND STORAGE AREAS AND RECEIVING DOCK Owner: TODD CONSTRUCTION SERVICES 1206 PRICE ST. GEMOLOGICAL INSTITUTE OF AMERICA INC POMONA CA 92767 909-469-6242 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD#2 Fee BTD#3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee- Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $5,232.92 $0.00 $3,663.04 $0.00 $0.00 $334.55 $0,00 $0,00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0,00 $0:_cio $0.00 - $60.00 $340.00': Total Fees: $10,523.51 Total Payments To Date: Inspector: 5345 ARMADA DR CARLSBAD CA 92008 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact F~e (3105541) Traffic.Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green:Bldg Standards Plan Chk TOTAL PERMIT FEES $10,523.51 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $51.00 $803.00 $39.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $10,523.51 $0.00 Clearance: ------ NOTICE: Please take NOTIC that approval of your project includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and-file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any f s/ x i n f whi h h v r vi I ·v n N Tl imil r hi r whi h he st tu f limit lion has revi usl th rwis ex ire . / / / / .. ITHE FOL~OWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: ~PLANNING IZf ENGINEERING Jz:feu1LDING e:f"FIRE 0HEALTH D HAZMAT/APCD «~ Building Permit Application Plan Check No. CJ3 l2 · LS-?R-" ~ CITY 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value ( S°t3 07q. OF Ph: 760-602-2719 Fax: 760-602-8558 ' CARLSBAD email: building@carlsbadca.gov Plan Ck. Deposit www.carlsbadca.gov Date 'i<:1 Z-1 / / Z, lswPPP JOB ADDRESS ~Ei.LOGG AVl;NUE, CARL$BAD, C.A ?~. SUITEf/SPACEf/UNIT# I APN Non~-N/4 --- CT/PROJECT# , J1le f T# ·. rASE# • r OF UNITS 1 , BEDROOMS. _ #BATHROOMS I TENANT BUSINESS NAME I CON;;;:;PE I ;; ;;~d . . Florexpo, LLC DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) . . ' 42,917 SF of.existing floral assembly ~nd storage to. be rearranged for production purposes. Existing production space to be converted to cooler anci· existing cool~r to be converted'tq ptoduction. Existing shipping dock to be revised to shipping dock, office and cooler. Existing -receiving .. docl( to be·converted to cooled dock. ' -. ' ' ... .. . .. EXISTING USE . I PROPOSED USE .Ff o.ra~· as_se,m.~ly ii'1'd Sb . . No Ch_ange, -IGA~GE (SF) PA~IOS (SF) · I DECK~ (SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS YESO No(ZJ YES IZ}No D YESIZJ NoO APPLICANT NAf't'!E (Primary Contaet) Todd (9nstruet,ion-· Glenn · APPLICANT NAME (Seeondary Contact) T dd C t t· GI U · . o · ons rue ion-. enn ADDRESS .. 1.~06 Price St •. ADDRESS ,, ,. . ' . . . 1206 Price St. CITY :po_mooa~ STATE ZIP CITY STATE ZIP .. ... CA. 91.7§7· ·Pomona CA 91767 PHONE IFAX . PHONE IFAX (909)469-6242 .. {909)469-6241 909-469-6242 909-469-6241 EMAIL EMAIL gl_enJ1@toddco11stryc;ti9ns~r".ie;~$.cQm .. gJen.n@toddconstructionservices.com PROPERTY OWNER NAME Kendal Fl9t,~,I ' CONTRACTOR BUS. NAME Todd Construction Services ADDRESS ., ADDRESS. .. · 1964 Kellogg .Ave .. 1206 Price St. CITY STATE .ZIP CITY STATE ZIP CA 920-08 ·Pomona CA Carlsbad, CA 92008, .. .. . -· 91767 PHONE . rAX 760-930-3569 . _ PHONE IFAX . 760.-431.-4910 · 909-469-6242 909-469-6241 EMAIL EMAIL ·f(endon.@kend_alJloral.com· glenn@tod~constructionservices.com ARCH/DESIGNER NAME & ADDRESS ii STATE-UC.# STATE UC.# ICLASS B I CllY BUS. UC.# .Group Mackenzie-1515,SE Wata . · C28444 .. · _463296 will aoplv (Sec. 7031.5 Business and Professions Code: Any City or Coul}ty which requires a permit to construct. alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement ttiat he is licensed pursuant to the provisions of the Contracto.r's License Law /Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom, and the basJs·tor the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not mor~ than five hundred dollars {$500)). , • Workers' Compensation Declaration: I hereby affirm under penally of peljury one of the following declarations: D I have and wlll milntaln a certificate of consent to self-Insure for workers', compensation as provided by Section 3700 of the Labor Code, for the performance of Iha work for which this perrrnt is issued. [l] 1 have and wlll maintain workers' compensation, as rec,.iired bv Seclion 3700 of the Li,t,or Coqe. for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy numberare: lnsuranceCo. StateFunct· .. . Policy No. ll026336-10 Expiration Date 41112o13 This section need rd be canpleted if the perm· is for one hundred d:>llars ($100) or less. 0 CertHlcate of Exemption: I certiJy that i e performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Fallure to secure rs' compenullon coverage Is unlawful, and shall subject an employer to criminal penalties and civll fines up to one hundred thousand dollars (&100,000), In dltlon to the cost of compensation, es • provided for ectlon 3708 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE I hereby affirm that I am exempt from Contractor's License Law f<X' the following reason: D I, as owner of the prqierty. of my employees with wages as their sole compensation, will oo the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code. The Contractor's License Law d:)es not apply to an owner of prqierty who builds or improves thereon, and who does sucli work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the buildng or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [lJ I, as owner of the prqierty, an exclusively contracting with licensed contraclors to construct the projecl (Sec, 7044, Business and Professions Code: The Contractor's License Law ooes not apply to an owner of prqierty who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Seclion . . · usiness and Professions Code for lhis reason: 1, I personally plan to provide the major l!Dlf and materials for construction of the proposed prcperty improvement DY es Do 2. I (have/ have not) signed an :3Wlicat10n for a buildng permit for the prqiosed work. 3.1 have contracted wilh the follooing person (firm) to provide the prcposed construction {include mrne ad<tess /phone/ contractors' license number): 4. I plan to provide portions of the work, but I haVe hired the following person to coordnale, SL!)erVise and provide the major work (include name I address/ phone/ conlractors' license m.mber). 5. I will provide some of the work, but I have conlracted {hired) the following persons to provide the work indcated (include name/ address /phone/type of work): fl5 PROPERTY OWNER SIGNATURE OAGENT DATE ~ :)j~$~i~w'iJ~ .1JW0:0.:·: $,@.~v.9~@A~¢. ·ro$ai iiti:i~00$Qrott~ay~:~m~~ai~~@)R;~~: :. ,., ·· : · Is the ~licant or future builcing occupant required to sutmil a business plan, acutely hazardous materials registration form or rtsk management and prElllention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? ,··-Yes : ,(No Is the ~icanl or future builcing occupant required to otxain a permit from the air pollution control, ci~rtct or air_cµility management cistrict? · Yes · ,t, · No Is the facility lo be constructed within 1,000 feet of the outer boupdary of a school site? ·, '5 ; Y f!o :!:. , No IF MIY OF THE MISWERS ARE YES, A FINAL CERTIFICATE OF OCCUPMICY MAY NOT BE ISSUED UNLESS THE APPLICMIT ~ MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I celtlfythat I ha\le reed the application and sflltethatthe llbcMl lrfonnllllon lscorrectandthatthe lrtOltllllllon on the plans is IICCll8te. I agree to comply with all City ordinances and State laws relallngto blllldlng construcUon. lherebyauthaizerepresentaweoftheCityofCaisbadloenfer.l.pOlltheimvemermnedprq,ertyfa'i1spectilllpllJlOSl!S.IALSOAGREETOSAVE,INDEM-IIFYANDKEEPHARMLESSTHECITYOFCARLSBAD A~NST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES 'M-IICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pemll is reqli'ed fa' excavations Clo/fr 50' deep and demollion or construdion of strucures Clo/fr 3 mies in height EXPIRATION: Every permit issued bythe Buikling · undertheprow;ionsof this Code shallexpie by init!iion md becane nul and void if lhebuikling orv.orkauthaized by such pemlil is nctcommenoed wihin 180 days1i'om the else of such pennit or if the b · · orWJ'k authorized such penni is suspended or mandoned a!MY tine aftllr the v.ork is commenced fa' a period of 180 days (Sectioo 106.4.4 Un loon Buiking Code). AS° APPLICMITS SIGNATURE : . ;<(?" DATE f;_ 7..,/ /7-, il '·'··· ,·· .,· STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Project$ OnlyJ Fax (760) 602-8560, Email www.buildinq@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CONTACT NAME ADDRESS . CITY STATE F lorexpo, (-LC ·. . ' ' ' PHONE EMAIL · ·· · .No Cl1arige ·· DELIVERY OPl10NS . PICK UP: CONTACT (Listed above) .. CONTRACTOR (On Pg. 1) .. MAIL TO: ,• CONTACT (Listed above) CONTRACTOR (On Pg. 1) .1 $64 KELtOGG AVENUE, CA · LSBA0, cA.eiqo~, .· ',-MAIL/FAX TO OTHER: · · , ·.,. , , .· · · . . ,AS APPLICANTS SIGNATURE CO#: (Office Use Only) STATE CA .•. ! ; CHANGE OF USE/ NO CONSTRUCTION ZIP F1/S1/B DATE tses ta,·eda;: /MJ.9, Carlsbad, CA 92008 lnspectio·n List Per~it#: CB121578 Type, Tl Date Inspection Item 01/18/2013 19· Final Structural 01/18/2013 89 Final Combo 01/15/2013 19 Final Structural 01/15/2013 19 Final Structural 01/04/2013 34 Rough Electric 12(21/2012 14 Frame/Steel/Bolting/Weldin 12/12/2012 34 Rough Electric· 12/06/2012 11 Ftg/F9undation/Piers 11/29/2012 11 Ftg/Foundation/Piers 11/19/2012 23 -Gas/Test/Repairs 11/15/2012 14 Frame/Ste.el/Bolting/Weldin 11/15/2012 34 Rough Electric 10/29/2012 14 Frame/Steel/Bolting/Weldin 10/18/2012 11 Ftg/Fouridation/Piers 10/18/2012 14 Frame/Steel/Bolting/Weldin Tuesday, janual'y 22, 2013 INDUST Inspector Act RI PY AP RI PY NR PY AP PY AP PY PA PY WC PY AP PY WC .PY AP PY AP PY PA PY AP PY PA FLOREXPO: 42,917 SF Tl TO EXIS AS$EMBL Y AND STORAGE AREAS AND Comments EARLY AM PLEASE PLS CALL WITH WINDOW 3:00 PM OR LATER PLS Page 1 of 1 «~ CARLSBAD ... . ·: · CB121578 1980 KELLOGG AV BuildlngDlvlston _ 1-~SPECTION RECORD ·FLOREXP0:42,917SFTITOEXIS . ASSEMBLY AND STORAGE AREAS AND RECEIVING @ INSPECTION RECORD CARD WITH APPROVED . ; DOCK PLANS MUST BE KEPT ON THE JOB . Tl @ CALL BEFORE 3;30 pm FOR NEXT WORK DAY INSP.(TION! Lot#: INDUST TODD CONSTRUCTION SERVICES @ FOR BUILDING INSPECTION CALL: 76CJ-60Z;;.z·7z5 . . . OR GO TO: www.CarJsbadca.gpy/Bulldlng ANQ CUCK ON, "Request Inspection" RECORD COPY ,, .~ ·', ·'," . Requlrecl f~r_-Fln,il If Chec:kecf.} :0 ·>::-:: · .. 0 Planning/Landscape _ 760-944-8463 Allow48hours D CM&I (Engl11eerlng Inspections) 760-438-38~1 Call before 2 pm Fire Prevention. .' 160-602-4660 Allow 48 hours ·.D 0 Date Ins or ', ,. REINJ:ORCED,STEEL ROUGH. ELECTRIC WALLS MASONR.f :. -_-ROUGH ELECTRIC.CEILING o GROU'f _ : o WALL_DRAiNS D Ei.ECTRIC SERVICE D TEMPORARY TILJ~ANELS D BONDING D POOL POUR STRIPS -PHOTO VOLTAIC · COLUMN FOOTINGS FINAL ----------SUBFRAM_E D FLOOR· D CEILING MECHANICAL ROOF s·HEATH_ING '. ·"-,. UNDERGROUN!) DUCTS & PIPING -EXI'. SH~ARPANELS .. · D DUCT & PLENUM D REF. PIPING .FRAME HEAT-AIR COND. SYSTEMS INSULATION VENTILATION SYSTEMS _ EXl'ERIOR LATH :: . , · FiNAL"" INTERIOR LAUI ·& _DRYWALi,. . "~ A/S UNDERGROUND VISUAL UNDERGROUND D WA5l'E D W,\TER -A/S UNDERGROUND HYDRO TOPOUT· DWASTE :,PWATER A/S UNDERGROUND FLUSH TUB ~SHOWER PAN /.-, A/S OVERHEAD VISUAL D GAS.TEST D GA$,P.ll~ING A/S OVERHEAD HYDROSTATIC STORM WATER 600 -PRE,CONsntiJCTJON MEETING ·_ FIX~D EXTINGUISHING SYSTEM ROUGH-IN 603-FOLLOW UP :,. ·. _ FIXED EXTING SYSTEM HYDROSTATIC TEST ·605-NOTICETO CLEAN:--.'. FIXED EXTINGUISHING SYSTEM FINAL 607 -WRl'.ITEN .WARNi_NG 'MEDIC~LGASPRESSURETEST 609 -NOTICE OFVIO!AJfPN · MEDICAL GAS FINAL 610 • VERBAL WARNl~Cf . FINAL - REV612012 SEE BACK FOR SPECIAL NOTES ' ' ' Geor2e Paras Insoection 13452 Sorrell Dr. Garden Grove CA 92843 (714) 745-2254 FAX ((714) 590-4875 Building Pemrit No Job Identification/ Address DEPT. OF BLDG. & SAFETY CITY OF CARLSBAD ----"--'-"-'-~--='----- COUNTYOF SANDIEGO SPECIAL INSPE TION REPORT CB121578 Job No. Date November 30, 2012 FLOREXPO-COOLER EXPANSION@ 1960 KELLOG A VE, CARLSBAD, CA 92008 General Contractor/ Address TODD CONSTRUCTION seRVICES Sub-Contractor / Address PHILS WELDING Structural Engineer/ Address LARRY W, LANG #36749 TYPE OF WORK: REINFORCED CONCRETE __ MASONRY HI-TENSILE BOLTING ---- PRESTRESSED CONCRETE WELDING X GYPSUM CONCRETE ---- WELDER RECEIPT NUMBER WELDER RECEIPT NUMBER DATE OF INSPECTION DESCRlPTION OF WORK INSPECTED November 30, 2012 OBSERVED FIELD WELDING OF NEW STAIRCASE TO MEZZ. LEVEL PER TYPICAL DETAILS ON SHEET SD2 .. NEW SHEER PLATES TO EXISTING BEAMS PER DETAILS #6/7-SD,.I. OB.SERVED PLACEMENT OF 1/2" DIAMETER KWIK BOLTS INTO 3" MIN. DIAMETER HOLES PER TYPICAL DETAIL #15/SD-l. WELDS BY CERTIFIED WELDERS USING NR-232 FLUX CORE ARC WELDING PROCESS PER A.W.S. DI.). ABOVE WORK COMPLETE PER PLANS, CODES ;\ND SPECS. HOURS Date I Reg. I O.T. I TIME IN I TIMEOUT 8 -2:00pm 10:00pm SAMPLES Grout I Mortar ! Concrete I Block Prisms ! Density All inspections based on a minimum of 4 hours & over 4 hours -8 hour minimum. In addition, over 8 hours and Saturday will be billed at time and a half. ATTORNEY'S FEES -If any action at law or in equity is brought to enforce or interpret the terms of this Contract, the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relief to which such party may be entitled SPECIAL INSPECTION REPORT 'nspector's Name: GEORGE PARAS/ICC 0880896 Inspector's Signature: r '1. ~~-LA CO #~1230 ~as_been =t states that the above work to the best ofhis/1 r\lknowledge complies with the V1s10ns of the Umform Building Code a eets Approved Plans and Specification. ~,. ==--· Respectfully Submitted '.ed by: By oJect upenntendent George Paras Inspection Geol1!e Paras Inspection 13452 Sorrell Dr. Garden Grove CA 92843 (714) 745-2254 FAX ((714) 590-4875 DEPT. OF BLDG. & SAFETY CITYOF CARLSBAD COUNTYOF SANDIEGO -------- BuildingPennitNo CB121578 JobNo. ___________ Date Januaryll,2013 Job identification/ Address FLOREXPO-COOLER EXPANSION@ 1960 KELLOG A VE, CARLSBAD, CA 92008 General Contractor/ Address TODD CONSTRUCTION SERVICES Sub-Contractor/ Address PHil,S WELDING ----'-------------~------------------ Structural Engineer/ Address LARRY W. LANG #36749 -------------------------------- TYPE OF WORK: REINFORCED CONCRETE MASONRY HI-TENSILE BOLTING GYPSUM CONCRETE PRESTRESSED CONCRETE WELDING X WELDER RECEIPT NUMBER WELDER RECEIPT NUMBER DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED January 9, 2013 OBS:eRVED FIELD WELDING OF JOIST CHORD REINFORCING AND ANGLE WEB REINF< A.T ROOF AREA PER SCHED/ROOF MARK & REINFORCING PLANS. NEW 1" ROD AND 1/10/2013 C3 X 3,5 TO EXISTING JOIST CHORDS PER TYPICAL DETAILS ON J4. AT EXISTING · CHORDS PER BETWEEN LINES C 8l, G BET. L~S 1 & 8. 1/4" SINGLE PASS FILLET 1/11/2013 WELDS BY CERTIFIED WELDERS USING NR-232 FLUX CORE ARC WELDING PROCESS P~RA.W.S. Dl.1. ABOVE. WORK COMPLETE PER PLANS, CODES AND SPECS. HOURS Date I Reg. O.T. TIME IN TIMEOUT 24 2:00pm 10:00pm SAMPLES Grout Mortar Concrete Block Prisms Density All inspections based on a minimum of 4 hours & over 4 hours -8 hour minimum. In addition, over 8 hours and Saturday will be billed at time and a half. ATTORNEY'S FEES -If any action at law or in equity is brought to enforce or interpret the terms of this Contract, the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relief to which such party may be entitled ~ . SPECIAL INSPECTION REPORT Inspector's Name: GEORGE PARAS/ICC 0880896 Inspector's Signature: l ~ I.D. No. LA CO #01230 h en 1le nd it states that the above work to the best ofilffe ~complies with the 1rovisions of the Unifon:g...~'.fdp;~ Code nd meets Approved Plans and Specification. Respectfully Submitted Geome Paras lnsoection 13452 Sorrell Dr. Garden Grove CA 92843 (714) 745-2254 FAX ((714) 590-4875 DEPT.OFBLDG.&SAFETY CITY OF CARLSBAD COUNTY OF SAN DIEGO BuildingPermitNo CBlits78 Job No. Date November28,2012 -----~------------~-----------'----- Job Identification/ Address FLOREXPO-COOLEREXP ANSION@ 1960 KELLOG A VE, CARLSBAD, CA 92008 General Contractor/ Address TODD CONSTRUCTION SERVICES Sub-Contractor/ Address PHILS WELDING -------------------------------- Structural Engineer/ Address LARRY W. LANG #36749 ------------------------------- TYPE OF WORK: REINFORCED CONCRETE MASONRY HI-TENSILE BOLTING GYPSUM CONCRETE PRESTRESSED CONCRETE WELDING X WELDER RECEIPT NUMBER WELDER RECEIPT NUMBER DATE OF lNSPECTION DESCRIPTION OF WORK INSPECTED November 13, 2012 OBSERVED FIELD WELDING OF JOIST CHORD REINFORCING AND ANGLE WEB REINFI AT ROOF AREA PER SCHED/ROOF MARK & REINFORCING PLANS. NEW 3/4" DIAMETEF 11/15/2012 ROD AND l "X 1/4" FLAT STOCK TO EXISTING JOIST CHORDS PER TYPICAL DETAILS 0 SHEET J5/#1, 3 & 6. NEWL1-l/2"X l-l/2"X: 1/8" FOR POINT BENDING REINFORCEMENT C 11/27/2.012 EXISTING CHORDS PER TYPICAL DETAIL #6/J. @ 10 AREA'S BET. LINES 3 & 8. NEW HS _ .. · 3 ,·· 8"X8"X3/l6"BEAMTO (E) COL. PER TYPICALDET. 9/A8.2. L3"X3"1/4"@BOTTOMAND 11/28/2012 S"X 3"X 3/8" PL. AT TOP W 1/4" SINGLE PASS FILLET WELDS ON BOTH SIDES. NEW L6" X 4"@4' O.C. TO BEAM PER DET. 8/A8.2. L3"X 3" l/4"BRACE (ti), COL. TO BEAM PER RF.I TO DET. A8.i. ABOVE WORK COMPLETE PER PLANS, CODES AND SPECS. HOURS Date I · Reg. O.T. TIME IN TIMEOUT 2:00pm 10:00pm SAMPLES Grout Mortar Concrete Block Prisms Density All inspections based on a minimum of 4 hours & over 4 hours -8 hour minimum. In addition, over 8 hours and Saturday will be billed at time and ahal£ ATTORNEY'S FEES -If any action at law or in equity is brought to enforce or interpret the t shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition t may be entitled SPECIAL INSPECTION REPORT s of this Contract, the prevailing party y other relief to which such party GEORGE PARAS/ICC 0880896 Inspector's Signature: ----1-1-\H-f---------- has been filed and it states that the above work to the best of his --===-..::......:..-'jlh-9- provisions of the U · Building Code and meets Approved Plans and Specification, Respectfully Submitted c;;:2-, Approved by: ~----------------By _______ ~-------c-------- Project Superintendent George Paras Inspection & ~ CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 12-1578 p . t Add 1960 Kellogg Ave., Carlsbad, CA Project/Permit:----------~ roJec ress_· _· ----------------- A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder [J. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print)1-_...,(i=-{-e,_,_n_n _____ ---'-'-~--.L-.A..,,.. ________ --~l-_o_d,_d,, ____ _ (First) (M.I.) (Last) Mailing Address...,_: ____.\__,,7.-,c_O_b=-__.p,__,__.Cl.....,.C=R<<--s ..... ~ '--'-t_._, -~P_c_M~O~~~ai~C~A~~Li~l_7-~~7~--- Phone: S'. S ( 2, \ ~-U q7 I am: DProperty Owner )a:f>roperty Owner's Agent of Record DArchitect of Record DEngineer of Record State of California Registration Numbe · Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing ~nd off-site fabrication of building components, as prescribed in the statement of special inspectio noted on the approved plans and, as required by the California Bui~dtg Code. Signatur · · · Date: </_L-z&>/ZL>/2-- B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor/ builder/ owner-builder. Contractor's Company Name: ::@~,d . Cell\ $ +rvc,,-~-, C> h Please check if you are Owner-Builder D Name: {Please print) ___ G::,_'12,_Vl_V"-_______ f<.r-=·-'-·----------'\,_-o'-6_L ______ _ (First) (M.I.) (Last) Mailing Address: l 'Lo C... ~nu. s:\:. PoVn. oY'\ >\ Gp._ C/ l J l 7 !::mail: '._\)env'\ €2 tµdd.. r,ov,.:s·hy(....+to'r-S-e.iv-vtc.e. .s-GovY'- State of California Contractor's License Number· C/G. 3 z_,q b Phone: q 51 2...1 '6 -l I q 7 Expiration Date: Cf' { '3-0 /; f • I acknowledge and, am aware, of special ·requirements contained in the statement of special inspections noted on the approved plans: • I acknowledge that control will be exercised to·obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will r, vide a final re art I letter in com Hance with CBC Section 1704.1.2 rior to re uestin final 8-45 Page 1 of 1 Rev. 08/11 EsGil Corporation In (J?artnersli.ip witli. {Jovernment for <Buifaing Safety DATE: 10/5/12 JURISDICTION: 9ity of Carlsbad PLAN CHECK NO.: 12-1578 PROJECT ADDRESS: 1964 Kellogg Ave . PROJECT NAME: Florexpo -TI SET; II D APPLICANT ~ ~ REVIEWER D FILE D The plans transmftted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. [8'.I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [8'.I EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone. #: Date contacted: (by: ) Email: Fax#: .Mail Telephone Fax In Person ~· REMARKS: The enclosed Special Inspection Agreement (form B-45) must be completed by the authorized agent and signed. By: Doug Moody (by KC) EsGil -Corporation D GA D EJ D PC Enclosures: 10/1/12 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . EsGil Corporati·on In (!'artnersfi.ip witli go1Jernment for (}JuiCaing Safety DATE: 8/29/12 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 12-1578 PROJECT ADDRESS: 1964 Kellogg Ave PROJECT.NAME: Florexpo -Tl SET:I D APPLICANT o~!§) D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes, D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 1:8:1 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D · The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Todd Construction 1206 Price St, Pomona, CA 9167 D EsGil Corporation staff did .not advise the applicant that the plan check has been completed. 1:8:1 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Glenn ("'HJ Telephone#: 909-469-6242 ;x 2.9' Date contacted: '6130 l,.2..-(by: 1:::-<t., )Email: glenn@toddconstructionservices.com Fax #: 909-469- 6241 & Mail ..,, Telephone ./ Fax In Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ D PC Enclosures: 8/23/12 9320 Chesapeake Drive, Suite 208. + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 12-1578 8/29/12 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 12-1578 OCCUPANCY: 81 TYPE OF CONSTRUCTION: VB ALLOWABLE. FLOOR AREA: SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 8/21/12 DATE INITIAL PLAN REVIEW COMPLETED: 8/29/12 FOREWORD (PLEASE READ): JUR·ISDICTION: City of Carlsbad . USE: Cold Storag~ ACTUALAREA: 42917 STORIES: 1 HEIGHT: OCCUPANT LOAD: 85 DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/23/12 PLAN REVIEWER: Doug Moody This plah review is limited to the technical .requirements contained in the California version of the International Building Code, Uniform Plumbif'.lg Code, Uniform Mechanical Code, National Electrical _Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review ·is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Departmen.t, Fite Department or other departments. Clearance from those departments may be required prior to ~he issuance of a building permit. Code sections cited are based on the 2010 CBC, which adopts the 2009 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed,. i.e.,. pian sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 12-1578 8/29/12 Please make all corrections on the o~iginal tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to l=sGil Corporation and the Carlsbad . Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning,_ Engineering and Fire Departments. · NOTE: Plans that are submitted directly to E'.sGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by · EsGil Corporation is complete. 1. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural design of the following items. Include all calculations and finding on the plans. Please include the California license number; seal, date of license expiration and date plans are signed. Business and Professions Code. ~ New opening in the existing concret$3 wall for the new exit door at gridline 5. • Provide complete plans., calculations and details for the altered stairs shown on $heet A7.1. · • Please provide the listing and installation information for all of the cooler boxes. Show the method of support and the mat~rial weight to be supported by the roof structure. Detail on the plans the connections of the cooler ceiling panels and provide structural calculations for the roof. • Please provide a complete lateral analysis. • Please clarify the equipment load calculations the following joist show additional loading yet calculations were not provided. J21-2, J21-8, J21-9 and J22-5. • Please provide calculations to show the truss re-enforcements shown on sheet J,.5 are adequate for the additional loads. 2. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM FIELD WELDING REQUIRED? REMARKS City or Carlsbad 12-1578 8/29/12 3. Please provide the complete Special Inspection Agreement form for the City of Carlsb~d. · 4. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.3 for the new storefront door a) Fixed or operc1ble panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-ihch arc of either vertical edge of the door in a closed position. And where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. 5. Pleas~ provide complete electrical plans and panel schedules. Complete sheet E-2.1 to show all circuits feeding all equipment and show those load in the panel schedules. 6. Please correct the single line diagram. Please revise the single line to show the feeders to CU 1 to be sized for the over-current device or for the full load amperage in either the case the 400 mcm is undersized. 7. Please clarify panel schepule H4 to show the over-current device for transformer T2. Please correct the over-current device shown for T2 the 250amp shown is oversized. 8. Please revise the feeders to transformer T2 the ·#4cu is undersized. 9. Pleas.e revise the feeders to panel L4A to show conductors sized for 225 amps the 3/0 cu are undersized. , 10. Please revise the lighting plans to show the lighting controls listed in the L TG-1 C forms. 11. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1011.1. 12. Indicate the location on the plans of the approved fixture to receive the main condensate discharge from air conditioning units. (UMC Section 309) 13. Please provide a copy of the Coolers manufacturer's specifications showing the wall. and ceiling insulation to be consistent with the RWH energy documents. Note : When alterations, structural repairs or modifications or additions are made to an existing .building, that building, or portion of the building affected, is required to comply with all of the requirements for new buildings, per Section 11348.2. These requirements apply as follows: · a) The area of specific alteration, repair or addition must comply as "new" construction. City of Carlsbad 12-1578 8/29/12 b) A primary entrance to the building and the primary path of travel to the altered area. must be shown to comply with all accessibility features. c) Existing sanitary· facilities that serve the remodeled area must be shown to comply with all accessibility features. 14. Show on the site plan the complying disabled accessible path of travel from the disabled accessible parking spaces to the primary entrance of the tenant space. Please provide detailed plans of the path of travel, indicate slope and width, any pedestrian ramps, curb ramps, walks, handrails, provide dime,nsioned parking stall details etc. 15. It is unclear from the plans if the restrooms servicing the tenant improvement are disabled accessible, please provide a dimensioned restroom plans showing the restroom to be accessible compliant. To speed up the review process,· note on this list (or a copy) where each correction _item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: · Yes CJ No CJ The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208,. San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. · City of Carlsbad 12-1578 8/29/12 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPAR_ED BY: Doug Moody PLAN CHECK NO.: 12-1578 DATE: 8/29/12 BUILDING ADDRESS: 1964 Kellogg Ave BUILDING OCCUPANCY: S1 TYPE OF CONSTRUCTION: VB BUILDING AREA Valuation PORTION (Sq.Ft.) Multiplier Tl 42917. 37.12 .. . Air Conditioning Fire Sprinklers . TOTAL VALUE Jurisdiction Code cb ~ Ordinance Bldg. Perrnt Fee by Ordinanre • Plan 01_eckfee.by Ordinance .• Type of Review: E] Complete Review ORepetitive Fee · ,.. Repeats Comments: D Other D Hourly EsGil Fee . Reg. VALUE Mod. D Structural Only ($) 1 593 079 1,593,079 $5,232.921 $3,401.401 $2,930.441 Sheet 1 of 1 macvalue.doc + «~ ~ CITY OF CARLSBAD· PLAN CHECK REVIEW TRANS MITT AL. Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 9/7 /12 PROJECT NAME: Florexpo_Airport Busfness Center Unit 2 PROJECT ID: CT 81-46 PLAN CHECK NO: CB 12-1578 SET#:I ADDRESS: 1964 Kellogg Avenue APN: 212-093-02 VAi.UATIOfj $1,593,079. ,.. You may have corrections from one or more of the divisions listed in the table below [l] This plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Fina/ Inspection by the Construction Mgmt & Inspection Division Is required: Yes'__.; No!X, i='or status from a division from a division not marked below, please call 760-602-2719 D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist·. Please resubmit amended plans as required. Plan Check Comments have been sent to: ;~LAND DEVELOl>MENTENG.~. ·J PLANNtN·G ,fl'ftE .PREVENTION' .. I ,, 760-602-4610 . ,, ' ;760-602-'4-'ees . : , : ,·, · . 760-602-2750 ... .. ; ' ' . ' ' ,', ' ' . -. ,. -~---,.-.. , ¥4,.. ......... ~-----..... ,-., _...,,, ,s.,._,..,,,,,.,,,...,,_.,_,., • .,.,,.,_~.., ... -.,,.,. ..... ' 'u a• ' . -' .. ... : : ,-s Chris Sexton ·---, Kathleen Lawrence .·r---, Greg Ryan f. I 1 Ll r_l i· 760-602-4624 760-602-27 41 __ , 760-602-4663 l Chris.Sexton@carlsbadca.gov ; Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov I r----, Gina Ruiz :[Z] Linda Ontiveros 1--1 Cindy Wong t ! l • L __ _J J t_ ___ _J 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov ! Linda.Ontiveros@carlsbadca.gov i: Cynthia.Wong@carlsbadca.gov ' ,---1 1i(J . c--.-7 Dominic· Fieri I i n; 760-602-4664 t..._.._l !I:; ___ I Dominic.Fieri@carlsbadca.gov 11: . - Remarks: «~ · ~ CITY OF BUILDING PLANCHECK CHECKLIST . Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www .carlsbadca.gov .CARLSBAD QUICK-CHECK/APPROVAL ENGINEERiNG Plan Check for ~B 12-1578 Date: 9/7 /12 P . t Add 1964 Kellogg Avenue JOJec ress: . APN: 212-093-02 Project Description: FOREXPO: 42,917 SF Tenant Improvement to Valuation: $1,593,079 existing space -no intensification/change of use. ENGINEERING Contact: Linda Ontiveros Phone: 760-602-2773 : 0 RESiDENTIAL · 0 RESIDENTIAL ADDITION MINOR (<$20,000.00) . · · 0 CARLSBAD PREMIER OUTLETS O0THER: Email: lin da. ontiveros@carlsbadca.gov Fax: 760-602-1052 fZ]TENANTIMPROVEMENT 0 PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r •·• ~,• • ~ •-• -• I,_ I•--I•~ I ....... l,I -a_,a~~ I •-:i---~ ~ l•'i ~-• I -~-1 _,I I -I I -I I~ a a -1 , 1, • . OFF!CIAL-l:JSEONLY ,. ~~ORIZATION TO ISSUE BOl"DIND:::::: 12 REMARKS: . r . .. . . I ' ... .. l ' i ---1··1'~•a I -.. , ...... Ia -•'•--•-1,1 -I a -I a -1',, • ....;..., I....,_,, a_.,·, -I• --I I -I I -I I ---I I -I I -i, I i . ' -. I REV 4/30/11 «1<72> ~ CITY OF CARLS-BAD PLAN CHECK REVIEW TRANSMITTAL DATE: August 23, 2012 PROJECT NAME: PROJECT ID: Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PLAN· ·CHECK NO: CB 12-1578 SET#: 1 ADDRESS: 1964 Kellogg St APN: C8J This plan check review is complete and has been APPROVED by the Planning Division . . By: Chris Sexton A Final Inspection by the Planning Division is required OYes [2SI No You may also have corrections from one or mqre of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan. check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit am~nded plans as required. Plan Check Comments have been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: · · · PLANNING 760-602-4610 [g] Chris Sexton 760-602-46~4 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760~602-4675 Gina.Ruiz@carlsbadca.gov D Remarks: .. ' • • • •• •• •• -I .ENG'IN_EERiN.G-' · 760-602-~:750, / ,. F:irut:P-R'EVENTiON · \ . . ' . .·.· ·:760.-€:3024665' ;. ,. . : .. / ',. ',·_,_:,-,,.·;~_-,· .. ', ,~,.~H,,~:_,._,_ ·~--··' D Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov D D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov D Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov «~ ~ CITY OF PLANNING DIVISION eu·1LDING PLAN CHECK APPROVAL Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov CARLSBAD P-29 PERMIT NUMBE·R CB 12-1578 DATE August 23, 2012 ADDRESS 1964 Kel.logg Av RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAIN.ING WALL VILLAGE FAIRE OTHER __ PLANNER Chris Sexton P-29 Page 1 of 1 POOL/SPA COMPLETE OFFICE BUILDING SOLAR PANELS DATE August 23, 2012 07/11 ~ «~ ¥ CITY OF CARLSBAD PLAN CHECK Community & Economic · REVIEW HLD~jpP1°~!~:~;~:~;! TRANSMITTAL ,,.-... ~,. Carlsbad CA 92008 www.carlsbadca.gov DATE: 10-11-12 PROJECT NAME: Flor Expo PROJECT ID: CB121578 PLAN CHECK NO: CB121578 SET#: I ADDRESS: 1964 Kellogg Av APN: IZ! This plan check review is complete and ha$ been APPROVED by the Fire Division. By: D. Fleri A Final Inspection by the Fire Division is required [gl Yes D No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the.attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications oh the attached checklist please contact the following reviewer as marked: PLANNING :ENGINEERING Fl RE PREVENTION 760-602-4610 760-602-2750 760-602-4665 D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory:.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760~602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D [g] Dominic Fieri 76.0-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: _ · Carlsbad Fire Department Plan.Review Requirements Category: TI , INDUST Date of Report: 10-11-2012 Name: Address: Permit#: CB121578 TODD CONSTRUCTION SERVICES 1206 PRICE ST. POMONA CA 92767 Job Name: FLOREXPO: 42,917 SF TI TO EXIS Job Address:·_ 1964 KELLOGG AV CBAD ; •··. ~ Reviewed by: ~ • INCOl\':lPLETB The item ye'l:l 13:wre s=abftHtieel for re¥iei1r is incofflf}lete. At this time, this office eannot • adequately eonduet a re•lie•,v to determine eompliatiee with the appHeti'ble eodc~ ttn:d,'or stan.clftt'ds. Please re"liew , eMcfttiey ml eemmettts attached. Please resubmit the n-eccssary plans andfor speci:ficati011s, "vvith changes "dottdcd"; te this effiec for revtevt' Elfta. appra"i'tli. -Conditions: Cond: CON0005755 [MET] ~ tms PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. "THIS APPROVAL IS SUBJECT TO FIELD INSPECTlON AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN _ CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE.HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 10/11/2012 By: df Action: AP BLDG. DEPT COP,.i RECOMMENDATION FOR APPROVAL Page: 1 of 1 Daryl .K. James & Associates, Inc. 205 Colina Terrace Vista, CA 92084 T. {760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Todd Construction PROJECT NAME: Florexpo, LLC Checked by: Anne Marie Bland Date: October 3, 2012 JURISDICTION: Carlsbad Fire Department PROJECT ADDRESS: 1964 Kellogg PROJECT DESCRIPTION: CB121578 Tl -Rearrangement of Production Space, New Coolers This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. VT1.1 Title Sheet and Code Analysis Applicable Codes o Project must comply with 2010 California Codes -CBC, CFC, CMC, CECC, and CPC. Add applicable . codes section. VT1 .2 Code Plan New Production Cooler o Equipment, tables, conveyors,. etc. may not obstruct exit pathway. Clarify on code plan that exit pathways are not obstructed by equipment s~own. V A3.1 Building Section Fire Sprinkler o Plans for modifications to the existing fire sprinkler system must be submitted to the Fire Department for review prior to making changes to the system. Add this note to the plans. V A9.1 Specifications and Schedules Door Schedule o Provide a description of hardware on exit doors from the new coolers. Locking or latching hardware must be lever or paniq hardware. Exit Signs o Provide exit sign in room 110 over exit door 11. 0C. See code plan sheet T1 .2 for exit door locations. o provide exit sign over. door 111 A froni room 111. VE-3-0b Exit Signs o Remove exit sign from room 109 above door 11 OB. Add exit sign above door 109A. See code plan sheet T1 .2 for exit door locations. . o Provide exit sign over door f14A from room 114. v'R-2.1 Equipment.Plan Fire Department Notes CJ Add the following Fire Department Note to the plans: Page: 2 of2 o Refrigeration systems having a refrigerant circuit containing more than 220 pounds of Group A 1 or 30 points of any other group refrigerant shall be accessible to the fire department at all times as required by the Fire Code Official. o Refrigeration units or systems having a refrigerant circuit containing more than 220 pounds of Group A 1 or 30 pounds of any other group refrigerant shall be provided with approved emergency signs, charts and labels in accordance with NFPA 704. Hazard signs shall be in accordance with the California Mechanical Code for the classification of refrigerants listed therein. Show location of signage if applicable. Daryl K. James & Associates, Inc. 205 Colina Terrace Vista, CA 92084 CORRECTION LIST BLDG. DEPT COP~i Page: 1 of 2 Checked by: Anne Marie Bland ~ate: August 30, 2012 T .. (760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Todc:l Construction PROJECT NAME: Florexpb, LLC JURISDICTION: Carlsbad Fire Department PROJECT ADORESS: 1964 Kellogg PROJECT DESCRIPTION: CB121578 Tl -Rearrangement of Production Space, New Coolers 'INSTRUCTIONS • This plan reifrew has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. • The items below require correction, Clarification or additional information before this plan check can be approved for permit issuance. • Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates along with a descriptive narrative of corrections addressing all comments. • Please direct any questions regarding this review to: Anne Marie Bland 760-434~7885 or ambland@pacbeII:net. • CORRECTED PLANS, DESCRIPTIVE NARRATIVE OF REVISIONS FOLLOWING EACH COMMENT ON THIS FORM, AND A COPY OF BUILDING DEPARTMENT (EsGil) COMMENTS MUST BE SUBMITTED DIRECTLY TO: • ANNE MARIE BLAND 4380 CARMEL DRIVE · CARLSBAD, CA 92010 COMMENTS T1.1 Title Sheet and Code Analysis Applicable Codes comments emailed to: glenn@toddconstructionservices.com o Project must coniply with 2010 California Codes -CBC, CFC, CMG, CECC, and CPC. Add applicable codes section. T1 .2 Code Plan New· Production Cooler Cl Equipment, tables, conveyors: etc. may not obstruct exit pathway. Clarify on code plan that exit pathways ' are not obstructed by equipment shown. A3.1 Building Sectio'n Fire Sprinkler . o Plans for modifications to the existing fire sprinkler system must be submitted to the Fire Department for review prior to making changes to the system. Add this note to the plans. A9.1 Specifications and Schedules Door Schedule c:i Provide a c;lescription of hardware on exit doors from the new coolers. Locking or latching hardware must : be lever or panic hardware. -!1 • ... Page-2 of 2 Exit Signs · o Provide exit sign in room 11 b over exit door 11 0C. See coqe plan sheet T1 .2 for exit door locations. CJ Provide exit sign over door 111 A from room 111. E-3-0b Exit Signs o Remove exit sign from room 109 above door 11 OB. Add exit sign above door 109A. See code· plan sheet T1 .2 for exit door locations. 1:1 Provide exit sign over door 114A from room.114. R-2.1 Eq_uipment Plan Fire Department Note$ o Add the following Fire Department Note to the plans: o Refrigeration systems having a refrigerant circuit cor;itaining more than 220 pounds of Group A 1 or 30 points of any other group refrigerant shall be accessible to the fire department at all times . as required by the Fire Code Official. o Refrigeration units or systems having a refrigerant circuit containing more than 220 pounds of Group A 1 or 30 pounds of any other group refrigerant shall be provided with approved emergency signs, charts and labels in ·accordance with NFPA 704. Hazard signs shall be in accordance with the California Mechanicc;1I Code for the classification of refrigerants listed therein. Show location of signage if applicable. •.. -r:; ,,,:, ' ,.,_.,, "' ~ LO "' co N N N ..... ..... ~ "' "' co N Cl,! N 0 i:>! "' 0 0 -o' LO C: -o' le 2 'C: ti co i... 0 ~ E a.. 0 0 a.. u .,. 0 u co "' 0 E ,... 0 e-'~ ~ X Cl) 0 <!) ~ co ~ ::, 0 (/) ~ a.. .ii OJ G) > :1; ~ <l'. <!) ~ 0 C: ~ "' <!) LO co "' u ~ '<t -;;; N w N co ,,; ~ (/) 0 <!) LO LO > LO -; ~ i-, Group Mackenzie, Incorporated Architecture Interiors Structural Engineering Civil Engineering Land l:Jse Planning Transportation Planning Landscape Architecture Locations: Portland, Oregon Seattle, Washington Vancouver, Washington G R RW;,&. C K E N z I E : September 25, 2012 City of Carlsbad Attention: Anne Marie, Bland Daryl K. James and Associates, fuc. 1635 Faraday Avenue Carlsbad, CA 92008 Re: Florexpo Tenant Improvement Permit Application Number 12-1578 Group Mackenzie Project Number 2120253.00 Dear Anne: This letter is in response to the attached plan review comments dated August 30, 2012. The following items correspond to the attached comment sheet. Tl.1 Title Sheet and Code Analysis Applicable Codes • Project must comply with 2010 California Codes CBC, CFC, CMC, CECC, and CPC. Add applicable codes section. Response: See revised Tl .1 for a list of applicable codes on this project. Tl.2 Code Plan New Production Cooler • Equipment, tables, conveyors, etc. may not obstruct exit pathway. Clarify on code plan that exit pathways are not obstructed by equipment shown. Response: See Tl .2 and A2.1 for notes describing raised conveyors to be 10'-0" above finish floor. All conveyor supports to be submitted for review at a later date. A3.l Building Section Fire Sprinkler • Plans for modifications to the existingfire sprinkler system must be·submitted to the Fire Department for review prior to making changes to the system. Add this note to the plans. Response: See Tl .2 and A3 .1 for added note. A9.1 Specifications and Schedules Door Scltedule • Provide a description of hardware on exit doors from the new coolers. Locking or latching hardware must be lever or panic hardware. Response: See A9 .1 for updated schedule showing exit hardware description. H:\Projects\212025300\WP\LTR\120925 Response 2 Letter.doc Attention: Anne Marie, Bland Daryl K. James and Associates, fuc. Florexpo Tenant Improvement Project Number 2120253.00 Page2 E-3.0a Exit Signs • Provide exit sign in room 110 over exit door 1 J0C. See code plan sheet Tl.2 for exit door locations. • Provide exit sign over door 11 JA.from room 111. Response: An exit sign has been added over door 1 l0C in room 110. An exit sign has been added over door 11 lA from room 111. E-3-0b Exit Signs • Remove exit sign from room 109 above door 11 OB. Add exit sign above door 109A. See code plan sheet Tl.2 for exit door locations. • Provide exit sign over door 114A.from room 114. Response: Exit ·sign above door 11 OB has been removed and an exit sign has been added above door 109A. An exit sign has been added over door 114A from room 114. R-2.1 Equipment Plan Fire Department Notes • Add the following Fire Department Mote to the plans: o Refrigeration systems having a refrigerant circuit containing more than 220 pounds ofGroup Al or 30 points of any other group refrigerant shall be accessible to the fire department at all times as required by the Fire Code Official. o Refrigeration units or systems having a refrigerant circuit containing more than 220 pounds of Group Al or 30 pounds of any other group refrigerant shall be provided with approved emergency signs, charts and labels in accordance with NFPA 704. Hazard signs shall be in accordance with the California Mechanical Code for the classification of refrigerants listed therein. Show location of signage if applicable. Response: See added Fire Department notes on R2-l. Changes to the plans have occurred not resulting from City Review. The following is a list of those changes: Tl.1 • Owner address updated to 1960 Kellogg A venue A2.l • West cooler panel wall of 109 moved24" west • Keynote 41 adjusted to read 'Cooler panels to wrap around duct work above as required, field verify all locations' • Office 115 moved 5'-4" south per tenant direction AS.1 • 6/A8.l adjusted for west wall of 109 move • 11/ A8. l adjusted detail to show office move • Plan Check-City of Carlsbad (EsGil Corp Dated August 29, 2012) H:\Projects\212025300\WP\LTR\120925 Response 2 Letter.doc • 1, ,. Attention: Anne Marie, Bland Daryl K. James and Associates, Inc. Florexpo Tenant Improvement Project Number 2120253.00 Page 3 If you have any questions regarding this response, please feel free to contact me at (503) 224-9560. · Sincerely, ~U*51 Ryan Weston Project Coordinator Enclosures: Plan Review. Comments dated August 29, 2012 B-45 Special Inspection Agteement Plan Check Response to City of Carlsbad (Esgil Corporation Dated August 29, 2012) _H:\Projects\212025300\WP\LTR\120925 Response 2 Letter.doc Test Data FIRE Full Scale Corner -Factory Mutual conducted the Building Corner Fire Test (FM 4880) for wall-ceiling com~truction. Kingspan 300 Series panels have been approved for Class 1 fire classification with no height restriction subject to the ·conditions of approval as described in F.M Report J.l.3B3A6.AM. Surface Burning Characteristics -The panel core was tested in accordance with the ASTM E 84 Tunnel Test. The core meets the code requirements of: Flame Spread 25 Smoke Developed 450 Toxicity Test -Kingspan. panels are in compliance with the requirements for fire gas toxicity established by the State -of New York, Articie 15, Part 1120 of the New York State Uniform Fire Prevention Code. STRUCTURAL Vacuum Chamber -The 300 Series panel assembly was tested for positive and negative deflection and fastener pull- out in a vacuum -chamber per the ASTM E 72 test method. The resultant values are used to derive allowable panel spans and fastener patterns. THERMAL TRANSMISSION Guarded Hot Box -The .insulation properties of the 300 Series panel were tested in accordance with the ASTM C 236 guarded hot _box method conducted on a completed -panel assembly. 2" R 17.10 u 0.058 2-1/2" R 20.83 u 0.048 3" R 24.55 u 0.041 4" R 32.00 u 0.031 5!' R 39.45 u 0.025 6" R 46.90 u 0.021 300 Series VAPOR BARRIER Air Infiltration -The 300 Series tongue and groove joint has been tested in accordance with the ASTM E 283 test method. The test was conducted on a completed panel assembly including horizontal and vertical joints. 0.02 CFM/FT of Panel Joint at 6.24 PSF 0.005 CFM/FT2 of Panel Area at 6.24 PSF 0.03 CFM/FT of Panel Joint at 20 PSF 0.010 CFM/FT2 of Panel Area at 20 PSF Water Penetration -The 300 Series tongue and groove joint has been tested in accordance with the ASTM E 331 ·test method. The test was conducted on a completed panel assembly including horizontal and vertical joints. No Water Penetration at 6.24 PSF No Water Penetration at 20 PSF BOND STRENGTH Fatigue Test-A sample section of an Kingspan insulated panel was subjected to 2 million alternate cycles of 20 PSF positive and negative wind-loading without metaVfoam delamination or metal fatigue. Humidity Test -A sample section of an Kingspan insulated panel was subjected to 1 00% relative humidity at 140°F for 1000 hours. There was no evidence of metal primer corrosion. Autoclave Test -A sample section of an Kingspan insulated panel was placed in an autoclave device and pressurized to 2 PSI at 212°F for 2-1/2 hours. There was no evidence of delamination. Skin Delamination -The panel was tested to determine the amount of force required to break the bond between the metal and foam. The result was no skin delamination with direct pull off press1,Jre up to 1188 lb./ft2• 877-638-3266 Insulated Panels Deland (386) 626-6789 • Fax (386) 626-6884 Modesto (209) 531-9091 • Fax (209) 531-9055 www.kingspanpanels.us Test Data. .• FIR!; Full Scale Comer -Factory Mutual conducted the Building Corner Fire Test (FM 4880} for wall-ceiling construction. Kingspah 300 Series panels have been approved for Class 1 fire classification with no height restriction subject to the conditions of approval as described in FM Report J.l.3B3A6.AM. ·surface Burning Characteristics -The panel core was tested in accordance with the ASTM E 84 Tunnel Test. The core meets the code requirements of: Flame Spread 25 Smoke Developed 450 Toxicity Test -Klngspan panels are in compliance with the requirements for fire gas toxicity established by the State of New York, Article 15, Part 1'120 of the New York State Uniform Fire Prevention Code. STRUCTURAL Vacuum Chamber -The 300 Series panel assembly was tested for positive and negative deflection and fastener pull-· out in a vacuum chamber per the ASTM E 72 test method. the resultant values are used to derive allowable p1:1nel spans and-fastener patterns. THERMAL TRANSMIS~ION Guarded Hot Box -The insulation properties of the 300 Series panel were tested in accordance with the-ASTM C 236 guarded hot box method co_nducted on a completed panel assembly. ' 2" R 17.10 u· 0.058 2-1/2" R 20.83 u 0.048 3" R 24.55 u 0.041 4" R 32.00 u 0.031 5" R 39.45 u 0.025 6" R 46.90 u 0.021 300 Series VAPOR BARRIER Air, Infiltration -The 300 Series tongue and groove joint has been tested in accordance with the ASTM E 283 test method. The test was conducted on a completed panel assembly including horizontal and vertical joints. 0.02 CFM/FT of Panel Joint at 6.24 PSF 0.005 CFM/FT2 of Panel Area at 6.24 PSF 0.03 CFM/FT of Panel Joint at 20 PSF 0.010 CFM/FT2 of Panel Area·at 20 PSF Water Penetration -The 300 Series tongue and groove joint has been tested in accordance with the ASTM E 331 test method. The test was conducted on a completed panel assembly including horizontal and vertical joints. No Water Penetration at 6.24 PSF No Water Penetration at 20 PSF BOND STRENGTH Fatigue Test-A sample section of an Kingspan insulated panel was subjected to 2 million alternate cycles of 20 PSF positive and negative wind-loading without metal/foam delamination or metal fatigue. Humidity Test -A sample section of an Kingspan insulated panel was subjected to 100% relative humidity at 140°F for 1000 hours. There was no evidence of metal primer corrosion. Autoclave Test -A sample section of an Kingspan insulated panel was placed in an autoclave device and pressurized to 2 PSI at 212°F for 2-1/2 hours. There was no evidence of delamination. Skin Delamination -The panel was tested to determine the amount of force required to break the bond between the metal and foam. The result was no skin delamination with direct pull off pressure up to 1188 lb./ft2• ~~ Kin'gsf)an. 877-638-3266 Insulated Panels Deland (386) 626-6789 • Fax (386) 626-6884 Modesto (209) 531-9091 • Fax (209) 531-9055 www.kingspanpanels.us -,. Jest Data '• FIRE Full Scale Comer -Factory Mutual conducted the Building Comer Fire Test (FM 4880) for wall-ceiling construction. Kingspan 300 Series panels have been approved for Class 1 fire classification with no height restriction subject to the conditions of approval .as described in FM Report J.l.383A6.AM. Surface Burning Characteristics -The panel core was tested in accordance with the ASTM E 84 Tunnel Test. The core meets the code requirements of: Flame Spread 25 Smoke Developed 450 Toxicity Test -Kingspan panels ar~ in compliance with the requirements for fire gas toxicity established. by the State of New York, Article 15, Part 1120 of the New York State Uniform Fire Prevention Code. STRUCTURAL Vacuum Chamber -Toe 300 Series panel assembly was tested for positive and negative deflection and fastener pull- . out in a vacuum chamber per the ASTM E 72 test method. The resulti;l.nt values are used to derive allowable panel spans and fastener patterns. THERMAL TRANSMISSION Guarded Hot Box -The insulation properties of the 300 Series.panel were tested in accordance with the ASTM C 236 guarded hot box method conducted on a completed panel assembly. · · 2" R 17.10 u· 0.058 2-1/2" R 20.83 u 0.048 3"· R 24.55 u 0.041 4" R 32.00 u 0.031 5" R 39.45 u 0.025 6" R 46.90 t:J 0.021 300 Series VAPOR BARRIER Air Infiltration -The 300 Series tongue and groove joint has been tested in accordance with the ASTM E 283 test method. The test was· conducted on a completed panel assembly including horizontal and vertical joints. 0.02 CFM/FT of Panel Joint at 6.24 PSF 0.005 CFM/Ff2 of Panel Area at 6.24 PSF 0.03 CFM/FT of Panel Joint at 20 PSF 0.01 O CFM/Ff2 of Panel Area at 20 PSF Water Penetration -The 300 Series tongue and groove joint has been tested in accordance with the ASTM E 331 test method. The test was conducted on a completed panel assembly including horizontal and vertical joints. No Water Penetration at 6.24 PSF No Water Penetration at 20 PSF BOND STRENGTH Fatigue Test-A sample section of an King span insulated panel was subjected to 2 million alternate cycles of 20 PSF positive and negative wind-loading without metal/foam delamination or metal fatigue . Humidity Test -A sample section of an Kingspan insulated panel was subjected to 100% relative humidity at 140°F for 1000 hours. There was no evidence of metal primer corrosion. Autoclave Test -A sample section of an Kingspan insulated panel was placed in an autoclave device and pressurized to 2 PSI at 212°F for 2-1/2 hours. There was no evidence of delamination. -Skin Delamination -The panel was tested to determine the amount of force required to break the bond between the metal and foam. The result was no skin delamination with direct pull . off pressure up to 1188 lb./ft2• 877 -638-3266 Insulated Panels Deland (386) 626-6789 • Fax (386) 626-6884 Modesto (209) 531-9091 • Fax (209) 531-9055 www.kingspanpanels.us RiverEast Center GR O ~ I . . . I : AC K.E :NZ IE 1515 SE Water Ave.· P.O. BOX 14310 PORTLAND, OREGON 97293 TEL (503) 224-9560 • FAX {503) 228-1285 PROJECTNAME: Kendal Floral Cooler Ceiling PROJECT NO.: 2120253 DESIGNER: JDM . Suspended CeiHng Bracing ( seismic splay wires) SEISMIC LOADING (Per ASCE 7-05 13.3 -s·eismic Demands on Nonstructural Components) Sns := 0.907 Spectral acceleration ap := 1.0 Component amplification factor (ceilings) Rp := 2.5 Component response modification factor (ceilings) Ip :=· 1.0 Component importance factor . z := 26ft: Height of point of attachment h := 35ft: Average roof height bead:= 4.0psf Ceiling dead load (3.5psf for cooler panel + 0.5 psf for hardware) Area:= so-ft:2 Area of ceiling (min ceiling area requiring bracing per CISCA) Wp := Dead·Area Ceiling weight WP= 3201b 0.4ap"Sns·Wp ·[l + 2-(~)U R,p . h ~ Ip .. J:w= Fpmin if Fpmin. > Fp Fl)max if Fpmax < Fp Fp otherwise Fp = 115 lb Fpmin = 871b Fpmax = 464 lb (Eq 13.3-1) (Eq 13.3-3) (Eq 13.3-2) Fp = 115 lb Seismic design force Fp T·--- twJ-0.707 T = 163 lb Tension in brace cable (@ 45° angle) ==> Tension in seismic splay wires less than 200# requirement per CISCA, therefore attachment per CISCA recommendations acceptable. Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 92008 Spectral Response Accelerations Ss and S 1 Ss and S 1 = Mapped Spectral Acceleration Values Data are based on a 0.01 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.251 (Ss) 1.0 Q.472 (S1) · Period Maximum Sa (sec) (g) 0.2 1..360 '(Ss) 1.0 0.514 (S1) Period Minimum Sa (s~c) (g) 0.2 1.075 (Ss) 1.0 0.408 (S1) Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 92008 Spectral Response Accelerations SMs and $M1 SMs =Fax Ss and SM1 = Fv x S1 Site Class D Period Centroid Sa (sec) (g) 0.2 1.251 (SMs, Fa= 1.000) 1.0 0.721 (SM1; Fv = 1.528). Period (sec) 0.2 1.0 Period Maximum Sa (g) 1.360 (SMs, Fa = 1.000) 0.770 (SM1, Fv = 1.500) Minimum Sa 1.0 0.649 (SM1, Fv = 1.592) JJ. '~ • ~ Conterminol.ls 48 States 2005 ASCE 7 Standard Zip Code = 92008 Spectral Response Accelerations SDs and SD1 · SDs = 2/3 x SMs and SD1 = 2/3 x SM1 . Site Class b Period Centroid Sa (sec) (g) .0.2 0.834 (SDs) 1.0 0.481 (SD1) Period Maximum Sa (sec) (g) 0.2 0.907 (SDs) .1.0 0.5.14 (SD1) Period Minimum Sa (sec) (g) 0.2 0.767 (SDs) (sec) (g) RiverEast Center 1515 SE Water Ave. -P.O. BOX 14310 PORTLAND, OREGON 97293 TEL {503) 224-9560 -FAX (503) 228-1285 PROJECT NAME: Kendal Floral .Cooler Ceiling PROJECT NO.: 2120253 DESIGNER: JDM Suspended Ceiling ·Bracing (seismic splay wires) SEISMIC LOADING (Per ASCE 7-05 13. 3 -Seismic Demands on Nonstructural Components) S08 := 0.907 Spectral. acceleratio~ 8p := 1.0 Component amplification factor (ceilings) RP:= 2.5 Component response modification factor (ceilings) Ip:= 1,0 Component importance fa<;:tor z.:= 26ft Height of point of attachment h ;:;: 35ft Average roof height . Area:= so-ft2 Area of ceiling (min ceiling area requiring bracing per CISCA) WP:= .Dead-Area Ceiling weight WP= 3201b 0.4aP::s·Wp {i + 2-(~)] Fp = 115 lb (Eq 13.3-1) F·-IMN"- . F T'= _P_ MN' 0.707 Ip Fpmin if Fpmin > Fp Fpmax if Fpmax. < Fp Fp otherwise Fpmin = 871b Fpmax = 464 lb (Eq 13.3-3) (Eq 13.3-2) Fp = 115 lb Seismic design force T = 163 lb Tension in brace cable(@ 45° angle) =:;:> Tension in seismic splay wires less than 200# requirement per CISCA, therefore attachment per CISCA recommendations acceptable. "-_ -l Cpnterniinous 4~ States 2005 ASCE 7 Standard Zip Code = 92008 Spectral Response Accelerations Ss and S 1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.01 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.251 (Ss) 1.0 0.472 (S1) Period Maximum Sa (sec) (g) 0.2 1.360 (Ss) 1.0 0.514 (S1) Period Minimum Sa (sec) (g) 0.2 1.075. (Ss) 1.0 0.408 (S1) Conterminous 48 States -2005 ASCE 7 Standard Zip Gode = 92008 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 = Fv x S1 Site Class D Period (sec) 0.2 1.0 Period (sec) 0.2 1.0 Centroid Sa (g) 1.251 (SMs, Fa = 1.000) 0.721 (SM1, Fv = 1.528) Maximum Sa (g) 1.360 (SMs, Fa= 1.000) 0.770 (SM1, Fv = 1.500) Period Minimum Sa ,-·---, . -. ·-. -, ''¥ , .1.0 0.649 (SM1, Fv = 1.592) Conterminous 48 States 2005 ASCE 7 Standard Zip· Code = 92008. Spectral Response Accelerations SDs and SD1 SDs = 2/3 x '$M~. and SD1 = 2/3 x SM1 Site Class D P~riod Centroid Sa (sec) (g) .0.2 0.834 (SDs) 1.0 0.481 (SD1) Period Maximum Sa (sec) (g) 0.2 0.907 (SDs) 1.0 0.514 (SD1) Period Minimum Sa -(sec) (g) 0.2 0.767 (SDs) · (sec) (g) DESIGN CALCULATIONS ::££ pc_e I ~l0'3 foe__ opdcv{-ecl C!.Cd6 FLOREXPO COOLER EXPANSION Lany W. Lang, P.E. . CARLSBAD, CA REINFORCEMENT ANALYSIS . OF JOISTS & JOIST GIRDERS July 28, 2012 C6 (c)_,. I S7 8 I I Larry W. Lang, P. E. I I I 80590 Camino San Gregorio Indio, CA 92203-7434 July 28, 2012 Florexpo 1960 Kellogg Avenue Carlsbad, CA 92008 PHIFX -(760) 834-9020 E-mail -larrv@lcdinc.net I Attn: Mr. David Briggs I I I I I I I I I I I I I Re: Kendall/Florexpo Floral -Cooler Expansion . Carlsbad, CA Joist and Joist Reinforcement Analysis This is to certify that the Joists & Joist Girders in question, analyzed for vertical loads only, will carry the loads specified according to the information given and have been designed in accordance with the latest Steel Joist Institute (SJI) specifications. I take responsibility for the analysis of the Joists & Joist Girders, only according to the information furnished, but do not take any responsibility for any damage, failure or injury due to any work being performed in the air with dead load or construction loads being applied during any construction. Enclosed are the design calculations for the loading conditions given as well as the "As-Built" calculations furnished by Vulcraft Brigham City, Utah. Reinforcement is required on several members as shown in the drawing package (J1 -J5) also enclosed. If you have any questions regarding the above please call. Respectfully, Larry W. Lang,_P.E. Enclosure: Design Calculation Package Drawings J1 -J5 ------------------·-Florexpo_Load Analysis.xlsx '. FLOREXPO 07/27/12 FLOREXPO 07/27/12 LONGSPAN & JOIST GIRDER MEMBER OVERSTRESS CHART LONGSPAN & JOIST GIRDER MEMBER OVERSTRESS CHART CHORD AXIAL LOAD REINF-NO WEB, I. LOAD REINF MARK DEPTH MEMB SIZE LOAD LGTH COMP TEN SECT PAN MARK DEPTH MEMB QTY SIZE LGTH CO.MP TEN SECT J23-3 22 TC 2.00X.148 -24 29,427 -A-A ·2 J23-3 22 w.;R 1 1.50X.115 31.89 5,441 -G-G J23-3 22 BC 1.50X.137 -48 -29,464 B-B 3 J33-1 22 BC 1.50X.f45 -48 -26,866 B-B 3 J33-1 22 ------- J31-12 22 BC 1.50X.145 -48 -. 26,484 B-B 1 J31-12 22 ------- J31-15 22 TC 2.00X.148 -24 29,139 -A-A 2 J31-15 22 ------- J31-15 22 BC 1.50X.145 -48 -29,465 B-B 3 G17-2 54 --------G17-2 54 w.;L 2 2.00X.137 70.94 13,112 -F-F Page 1 of2 -------------------Florexpo_Load Analysis.xlsx FLOREXPO 07/27/12 FLOREXPO 07/27/12 LONGSPAN & JOIST GIRDER MEMBER OVERSTRESS CHART . LONGSPAN & JOIST GIRDER MEMBER OVERSTRESS CHART CHORD AXIAL LOAD REINF NO WEB LOAD REINF MARK DEPTH MEMB SIZE LOAD LGTH COMP TEN SECT PAN MARK DEPTH MEMB QTY SIZE LGTH COMP TEN SECT J23-3 22 TC 2.00X.148 -24 29,427 -A-A 2 G17-2 54 W->L 2 2.00X.137 70.94 13,.112 -F-F J31-15 22 TC 2.00X.148 -24 29,139 -A-A 2 J23-3 22 W->R 1 '1.50X.115 31.89. 5,441 -G-G J33-1 22 BC 1.50X.145 -48 -26,866 B-B 3 J31-12 22 BC 1.50X.145 -48 -26,484 B-B 1 J31-15 22 BC 1.50X.145 -48 -29,465 B-B 3 J23-3 22,, BC 1.50X.137 -48 -29,464 B-B 3 Page 2 of2 I I I I I I I I I I I I I I I I I I LCD -ALLOWABLE AXIAL & BENDING STRESS ANALYSIS JOB NUMBER: Vulcraft #70-4-354 JOB NAME: Florexpo LOCATION : Carlsbad, CA Panel Code= 0 lx= 2<1.00 Member Gap= 1.0000 in Gravily Axial Load= 29,427 lbs Uniform Load= 0 #/ft jrc ANGLES: 50 ksi Vertical Leg = ~.0000 in Horizontal-Leg= 2.0000 in Thickness= 0.1480 in (TWO ANGLES) Area= 1.1402 inA2 x= 0.5548 in y= 0.5548 in Ix= 0.4424 in"4 ly= 1.7110 in"4 (Single Angle) lz = 0.0894 in"4 rx= 0.6229 in ry= 1.2250 in (Single Angle)· rz = 0.3960 in wt/ft= 3.8767 #/ft Q= 0.9129 CC= 111.9887 K= 1,0000 (Kllrx) Fe'= 100,591 psi Interior Panel Cm = 0.8974 COMPOSITE PROPERTIES: Area= 2.0238 in"2 y-= 0.5409 in Ix= 0.4740 in"4 ly= 2.6667 in"4 wt/ft= 6.8808 #/ft lnlerior Pane1:cm = 0.9042 ALLOW COMPRESSION:. (ONE ANGLE MEMBER ALONE) ALL" Pz" = 12,008 lbs JST/JG.TYPE: 22KASPCL MARK NO: J23-3 K/LH/JG: K TC/BC/WEB: TC COMPR Ly= 36.00 in Non Std Gap Input= 1.0000 in Bending "P' Load = o.oo lbs Dist. to "P' Load = o.oo in 0 REINF ROUND: 36 ksi Diameter= 0.7500 in (ONE) Area= 0.4418 inA2 y= 0.3750 in Ix= 0.0155 in"4 ly= 0.0155 in"4 rx = 0.1875 in wt/ft= 1.5021 #/ft Q= 1.0000 CC= 126.0992 Distancey= 0.5230 in Distancex= 1.0230 in *"*OK*** Spp = 0.3248 inA3 Smp= 0.8762 inA3 rx = 0.4839 in ry= 1.1479 in K= 1.00 Fe'= 60,717 psi rz= 0.3228 in (ONE ANGLE W/ REINF) 17,853 lbs REINFORCEMENT CODE: MEMBALONE =0 MEMB W/RD CTR =1 MEMBW/RDS =2 **MEMB WI ANGLES =3 MEMB W/PL CTR =4 MEMB W/PL @TOE = 5 ••Blank= Channel; H = H Section (H6) Max PP Moment= Dist= U3 Max MP Moment= Disl = U2 Vertical Leg Ove~ap (1n)-"H" REMARKS: **The Reinforcement is Located at the Apex of the Member Angle( s) at the Fillet. Distance y = Distance from the Back of the Heel of the Member, to the Centroid of the Reinforcement. Distance x = Distance from the Y-Y Axis of the Member, to the Centroid of the Reinforcement. ALLOWABLE STRESS FACTOR (SF): AXIAL: (TWO ANGLE MEMBER ALONE) Z-ZAxis (No Fillers) INTERIOR PANEL 1.00 1.00 ALLOWABLE STRESS INCREASE FOR SEISMIC/WIND END PANEL ALLOWABLE STRESS REDUCTION K= 1.00 -KUr= 60.6010 *OK* Fa= 21,062 psi ALL "P"= 24,015 lbs fa/Fa<=SF= 1.2254 *NG*-Filler Req --(TV.O ~E~ W/ IREINF,OB,_~EMENT) KUr = 74.3453 *OK*........-,,= . Member Fa= 18,938 psi ReinfFa= 15,973 psi MemberP= 21,593 lbs Reinf P = 14,113 lbs Tola! Allow P = 35,706 lbs fa/Fa<=1.01 = 0.8241 *OK*-No Filler ~ X•X Axis (Fillers) 1.00 38.5297 23,982 27,344 1.0762 49.5929 22,596 18,386 25,764 16,246 42,010 0.7005 *QK* psi lbs *NG* *OK* psi psi lbs lbs lbs *OK* y.y Axis 1.00 29.3882 25,001 28,506 1.0323 31.3614 24,791 19,844 28,267 17,534 45,800 0.6425 *OK* psi lbs *OK* *OK* psi psi lbs lbs lbs *OK* 2 1.05 I I I I I I I I I I I I I I I I I I I LCD -ALLOWABLE AXIAL & BENDING STRESS ANALYSI~ JOB NUMBER: Vulcraft #7Q-4-354 JOB NAME: Florexpo LOCATION : Carlsbad, CA Panel Code= 0 Lx= 48.00 Member Gap= 1.0000 in Gravity Axial Load= 26,866 lbs Uniform Load= 0 #/ft jBCANGLES: 50 ksi Vertical Leg = Horizontal Leg = 1.5000 in 1.5000 Thickness= 0.1450 (TWO ANGLES) A.ea= 0.8280 X = 0.4285 y = 0.4285 Ix= 0.1770 ly= 0.8907 (Single Angle) lz = rx= ry= (Single Angle) rz = wt/ft= 0.0361 0.4624 1.0372 0.2951 2.8150 Q= 1.0000. CC= K= (Kl/rx) Fe'= Interior Panel Cm = COMPOSITE PROPERTIES: A.ea= y= Ix= ly= wt/ft= Interior Panel Cm = ALLOWABLE TENSION: 1 Angle P Load = 2 Angle P Load = Relnf. P Load = Total P Load = 106.9987 1.0000 13,857 0.0633 1.7115 0.4757 0.2117 1.8411 5.8192 0.2166 KVr<=240 12,419 24,839 19,439 44,277 in in in'2 in in in'4 in'4 in'4 in in ih #/ft psi in'2 in in'4 in'4 #/ft lbs (Incl SF) lbs (Incl SF) lbs(1n·c11%) lbs (Incl 1%) JST/JG TYPE: 22KASPCL MARK NO: J33-1 K/LH/JG: K TC/BC/WEB: BC TENSION Ly= 120.00 in Non Std Gap Input= 1.0000 in Bending "P" Load = o.oo lbs bist. to "P" Load = o.oo in 0 REINF ROUND: 36 ksi Diameter= 0.7500 in (ONE) Area= 0.4418 in'2 y= 0.3750 in Ix= 0.0155 in'4 ly= 0.0155 in'4 rx = 0.1875 in wt/ft= 1.5021 #/ft Q= 1.0000 CC= 126.0992 Distancey= 0.5200 in Dis\ancex= 1.0200 in •*""OK"0 Spp= 0.4449 in'3 Smp= 0.2066 in'3 rx = 0.3517 in ry= 1.0372 in K= 1.00 Fe'= 8,015 psi rz= 0.2539 in fa/l'a<=SF 162.65 2.1633 '*NG* 162.65 1.0816 *NG* 136.49 1.3821 ·NG• 136.49 0.6068 ·oK* REINFORCEMENT CODE: MEMBALONE =O 2 MEMB W/RD CTR =1 MEMBW/RDS =2 ••MEMB W/ANGLES =3 MEMB W/PL CTR =4 MEMB W/PL@TOE = 5 ••Blank= Channel; H = H Section (H6) Max PP Moment= Dist= U3 Max MP Morn ent = Dist = U2 Vertical Leg Ove~ap (in)-"H" REMARKS: .. The'Relnforcement is Located at the Apex oflhe Member Angle{s) at the Fillet. Distance y = Distance from the Back of the Heel of the Member, to the Centroid of the Reinforcement. Distance x = Distance from the Y-Y Axis of the Member, to the Centroid of the Reinforcement. ALLOWABLE STRESS FACTOR (SF): 1.05 *ALLOWABLE STRESS* 30,000 ksi 30,000 ksi 22,000 ksi 26,488 ksi I LCD -ALLOWABLE AXiAL & BENDING STRESS ANALYSIS I I JOB NUMBER: Vulcraft #70-4-354 JOB, NAME: Florexpo LOCATION : Carlsbad, CA Panel Code= 0 Lx= 48.00 Member Gap= 1.0000 in Gravity Axial Load= 29,464 lbs Uniform Load = 0 #/ft I iBCANGLES: 50 ksi I I I I I I I I I I I I I Vertical Leg = Horizontal Leg = Thickness= (TWO ANGLES) Area= x-= y= Ix= ly= (Single Angle) lz = rx= ry= (Single Angle) rz = wt/ft= Q= CC= K= (Kl/rx) Fe'= lntertor Panel Cm = COMPOSITE PROPERTIES: Area= y= Ix= ly= wt/ft= lntertor Panel Cm = ALLOWABLE TENSION:_ 1 Angle P Load = 2 Angle P Load = Reinf. P Load= Total P Load= 1.5000 1:sooo ·0.1310 0.7845 0.4256 0.4256 0.1685 0,8405 0.0343 0.4635 1.0351 0.2955 2.6672 0.9939 107.3249 1.0000 13,924 --0.0790 1.6680 0.4713 0.2027 1.7765 5.6713 0:1029 KUr<=240 11,767 23,534 19,439 42,972 in in in in•2 in in in•4 in"4 in"4 in in in #/ft psi in•2 in in"4 in"4 #/ft lbs (Incl SF) lbs (Incl SF) lbs (Incl 1%) lbs (Incl 1%) JST/JG TYPE: 22KASPCL MARK NO: J23-3 K/LH/JG: K TC/BC/WEB: BC TENSION Ly= 120,00 in Non Std Gap. Input= 1.0000 in Bending "P" Load= o.oo lbs Dist. to "P'' Load= o.oo in 0 REINF ROUND: 36 ksi Diameter= 0.7500 in (ONE) Area= 0.4418 in•2 y= 0.3750 in Ix= 0.0155 in"4 ly= 0.0155 in"4 rx = 0.1875 in wt/ft= 1.5021 #/ft Q= 1.0000 CC= 126.0992 Distancey,;, 0.5120 in Distancex= 1.0120 in ... OK*"* Spp = 0.4300 in"3 Smp= 0.1970 in°3 rx = 0.3486 in ry= 1.0320 in K= MO Fe'= 7,876 psi rz= 0.2518 in fa/Fa<=SF 162.42 2.5040 "'NG* H\2.42 1.2520 *NG* 137.70 1.5157 *NG* 137.70 0.6856 *OK* REINFORCEMENT CODE: MEMBALONE =O 2 MEMB W/RD CTR =1 MEMBW/RDS =2 **MEMB W/ANGLES =3 MEMB W/PL CTR =4 MEMB W/PL@TOE = 5 •• Blank = Channel; H = H Section (H6) Max PP Moment= Dist= U3 Max MP Moment= Dist= U2 Vertical Leg Overtap (in)-"H" REMARKS: **The Reinforcement is Located at the Apex of the Member Angle(s) at the RI/et. Distance y = Distance from the , Back of the Heel of the Member, to the Centroid of the Reinforcement. Distancex = Distance from the Y-Y Axis of the Member, to the Centroid of the Reinforcement. ALLOWABLE STRESS FACTOR (SF): 1.05 *ALLOWABLE STRESS* 30,000 ksi 30,000 ksi 22,000 ksi 26,381 ksi I I I I I I I I I I I I I I I I I I I LCD -SINGLE CRIMPED ANGLE WITH REINFORECMENT: JOB NUMBER: Vulcraft #70-4-354 JST/JG TYPE: 22KASPCL REINFORCEMENT CODE: CODE: JOB NAME: Florexpo MARK NO: J23-3 MEMBALONE =0 2 LOCATION: Carlsbad, CA K/LH/JG: K MEMB W/RD CTR =1 WEB NO: W5 MEMB W/PL@TOE = 2 COMPR W5R MEMB W/PL@LEGS = 3 Member Lglh -"L" = 31.89 in Gravity Axial Load = 5,441 lbs lwEBANGLE: 50.00 ksi Vertical Leg = 1.5000 in Horizontal Leg = 1.5000 in Thickness= 0.1150 in (ONE ANGLE) Area= 0.3318 in'2 x= 0.0000 in y= 0.5905 in Ix= 0.0292 in'4 ly= 0.0513 in/\4 rx= 0.2968 in ry= 0.3932 in Least "r"= 0.2968 in wt/ft= 1.1280 #/ft Q= 0.9277 CC=-111.0884 REINF PLATE: 36.00 ksi · Width = 4.0000 in Thickness·= 0.1250 (ONE PLATE) Area= 0.5000 x= 0.0000 y= 0.0625 Ix= 0.0007 ly= 0.6667 rx= 0.0361 ry= 1.1547 Least *r* = 0.0361 wl/ft= 1.7000 Q= 1.0000 CC= 126.0992 'Distance y = 1.1420 Distancex= 0:0000 in in'2 in in in/\4 in'4 in in in #/ft in in COMPOSITE PROPERTIES: Area= 0.8318 in'2 y= 0.9220 in Ix= 0.0905 in'4 ly= 0.7180 in'4 ALLOWABLE COMPRESSION . (ONE ANGLE MEMBER ALONE)· X-XAxis K= 1.00 Ur= 107.4536 *OK* Fa= 13,526 psi ALL "P"= 4,488 lbs (Incl 1 %) fa/Fa<=SF= 1.27 *NG111r (ONE.ANGLE MEMBER W/ /REINFORCEMENT) KUr = 96.6654 *OK* Member Fa= 15,841 psi Reinf Fa = 11,405 psi MemberP= Reinf P= TotaLAllow P = fa/Fa<=SF= 5,256 lbs (Ind 1 %) 5,703 ibs (Ind 1%) 10,958 lbs (Ind 1 %) 0.52 *OK* wl/ft= 2.8280 rx·= 0.3299 ry= 0.9291 wl/ft = 0.3299 Y-YAxis 1.00 81.1097 *OK" 18,883 psi 6,265 lbs (Incl 1%) 0.91 *OK* 34.3249 *OK* 18,773 psi 20,609 psi 28,159 lbs {Incl 1%) 10,304 lbs (Incl 1%) 38,464 lbs (Incl 1%) 0.15 *OK* #/ft in in in REMARKS: ***Plate Width -OK*** Distance y = Distance from the Back of the Heel of the Member, to the Centroid of the Reinforcement. Distance x = Distance from the Y-Y Axis of the Member, to the Centroid of the Reinforcement. ALLOWABLE STRESS FACTOR (SF): (REINFORCEMENT ALONE) Weak Axis psi 1.05 1.00 883.76 191 100 lbs (Incl 1%) I I I I I I 1· I I I_ I I I I~ 1· I I I .. I LCD -AL:f,OWABLE AXIAL & BENDING STRESS ANALYSIS JOB NUMBER: Vulcraft #70-4-354 JST/JG TYPE: 54VG7NSPCL REINFORCEMENT CODE: JOB NAME: Florexpo MARK NO: G17-2 MEMBALONE =0 LOCATION : Carlsbad, CA K/LH/JG: JG MEMBW/RDCTR =1 TC/BC/WEB: WEB WEB MEMBW/RDS =2 Panel Code= 0 W5L **MEMB W/ANGLES =3 Lx= 70.94 Member Gap= 1.2740 in Gravity Axial Load= 13,112 lbs Uniform Load = 0 #/ft IWEB ANGLES: 50 ksi Vertical Leg= 2.0000 in Horizontal Leg = 2.0000 in Thickness= 0.1370 in (TWO ANGLES) Area= 1.0585 in'2 x= 0.5508 ·in y= 0.5508 in Ix= 0.4128 in"4 ly= 1.9061 in"4 (Single Angle) lz = 0.0833 in'4 rx= 0.6245 in ry= 1.3419 in (Single Angle) rz = 0.3967 in wt/ft= 3.5988 #/ft Q= 0.8786 CC= 114.1535 K= 1.0000 (Kl/rx) Fe'·,;, 11,572 psi Interior Panel Cm = 0.5718 COMPOSITE PROPERTIES: Area= 1.5585 in'2 y= 1.0358 in Ix= 1.189(? in"4 ly= 2.5727 in"4 wt/ft= 5.2988 #/ft Interior Panel Cm = 0.8514 ALLOW COMPRESSION: (ONE ANGLE MEMBER ALONE) ALL" Pz" = 2.472 lbs AXIAL: K= KUr= Fa= ALL "P"= fa/Fa<=SF= (TWO ANGLE MEMBER ALONE) z.z Axis (No Fillers) 1.00 178.8088 •oK• 4,671 psi 4,944 lbs 2.6523 ·NG··Rller Req Ly= Non Std Gap Input= Bending "P" Load = Dist. to "P" Load = REINF PLATE: Thickness= Width= (ONE) Area= x= y= Ix= ly= rx = ry= wt/ft= Q= CC= Distan·ce y = Distancex= Spp = Smp= rx = ry= K= Fe'= rz= INTERIOR PANEL · X·X Axis (Fillers) 1.00 113.5975 11,571 12,248 1.0706 •oK• psi lbs *NG,,.. {TV.O ANGLE MEMBER W/ /REINFORCEMENT) KL/r= 95.6411 •oK• 81.2002 •oK• Member Fa= 14,948 psi 17,377 psi RelnfFa = 13,522 psi 15,221 psi MemberP= 15,822 lbs 18,393 lbs Rein! P = 6,761 lbs 7,611 lbs Total Allow P = 22,583 lbs 26,003 lbs fa/Fa<=1.01 = 0.5806 •oK*-No Filler 0.5042 •oK• 70.94 in MEMB W/PL CTR =4 1.0000 in MEMBW/PL@TOE =5 o.oo lbs •• Blank= Channel; H = H Section (H6) 0,00 in Max PP Moment= Dist= U3 Max MP Moment= Dist= U2 0 Vertical Leg Ove~ap (in)-"H" 36 ksi REMARKS: 0.1250 in **"'OK-• .. The Reinforcement is Located 4.0000 in at the Toe of the Member Angles. 0:5000 in'2 0.0000 in 0.0625 in 0.0007 in"4 0.6667 in"4 0.0361 in 1.1547 in Distance y = Distance from the 1.7000 #/ft Back of the Heel of the Member, to 1.0000 the Centroid of the Reinforcement. 126.0992 Distance x = Distance from the Y-Y 2.0625 in Axis of the Member, to the Centroid 0.0000 in "'**OK"** of the Reinforcement. 1.2336 in'3 1.1484 in'3 0.8736 in 1.2848 in 1.00 22,648 psi 0.7417 ALLOWABLE STRESS FACTOR (SF): 1.00 ALLOWABLE STRESS INCREASE FOR SEISMIC/WIND 1.00 END PANEL ALLOWABLE STRESS REDUCTION Y-Y Axis 1.00 52.8642 *OK* 21,455 psi 22,710 lbs 0.5774 •oK• 55.2132 *OK* 21,152 psi 17,880 psi 22,388 lbs 8,940 lbs 31,329 lbs 0.4185 "'OK* 5 I 1.05 -.. - FLOREXPO NO 1 2 •. 3 ,-4 vi v ' \I \, v v fJ v .,I .J ./,, ~ I J 5 6 ·1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 , '30 V . 31 ,/ 32 33 JOIST END REACTIONS 1 2 3 MARK SPAN DL (psf) J10 37.33 a.so J11 37.33 8.50 J2:I~ 40.00 8.50 J2.1-,.10 ... 40.00 8.50 ,!2M1 40.00 8.50 J21-2 40.00 8.50 J21-8 40.00 8.50 J21-9 40.00 8.50 .-.12m"" 40.00 8.50 J23-4 40.00 8.50 J23-o 40.00 8.50 J24-1 40.00 8.50 JZ<-'ffi' 40.00 8;50 J25-1 40.00 8.50 J29 39.33 8.50 J29"1O 39.33 8i5D J29A-39.33 8.50 J31 39.33 8.50 J3M0 39.33 8.50 J31-:IZ 39.33 8.50 .J31-1;1 39.33 8.50 J31'-14, 39.33 8.50 J31-15 39.33 8.50 J3'1=16 39.33 8.50 J32-10 39.33 8.50 Jll4"10" 39.33 8.50 J34•11 39.33 8.50 •J3S...10 39.33 8.50 ·J4 37.33 8.50 J4•10. 37.33 8.50 J7-37.33 8.50 .!'7,;;;IO' 37.33 8.50 JS 37.33 8.50 .. -- ADD FOR JG DEAD LOAD= JG LIVE LOAD= 4 12 13 14 15 Other LLr Sprinkler TL Llr ' (psf) (psf) (pit) ',(pit) '(pit) . 16.00 . ·196 128 . 16.00 . 196 128 . 16.00 . 196 128 . 16.00 . 196 128 . 16.00 . 196 128 . 16.00 . 196 128, . 16.00 . 196 128 . 16.00 . 196 128 . 16.00 . 196 128 . 16.00 . ' 196 128 . 16.00 . 196 128 . 16.00 32 , 228 128 3.00 16.00 32 215 107 . 16,00 32 228 128 •. 16.00 . 196 128 . 16.00 . 196 128 . '16.00 -196 128 . 16.00 . 196 128 . 16.00 . ' 196 128 . 16.00 . 196 128 . 16.00 · . 196 128 . 16.00 . 196 128, . 16.00 . 196 128 . 16.00 . 196 128 . 16.00 . 196 128 . 16.00 32 228 128 . 16.00 32 :228 128 . 16.00 32 228 128 . 16.00 . 196 128 . 16.00 . 196 128 . 16.00 . 196 128 . 16.00 . 196 128 . 16.00 32 228 128 -----Florexpo_Load Analysis.xlsx 1.00 osf 12.00 psf 16 17 18 19 20 21 22 ' CONCENTRATED LOADS DL LOAD#l LOAD#2 LOAD#3 (pit)., (lbs) (ft) (lbs) (ft) (lbs) (ft) 68 . . . . . . 68 . . . . . . 68 . . . . . . 68 . . . . . . 68 . . . . . . 68 400. 5.92. 400 ~.75 . . . 68 400 5;92 400 9.75 . . 68 400 5.92 400 9.75 . . 68 650 3.17 . . . . 68 . . . . . . 68 400 5.92 400, 9.75 . . 100 . . . . . . 108 . . . . . . 100 . . . . . . 68 . . . . . . 68 500 1.25 500 5.25 160 27.00 68 650 3.17 ,. . . . 68 . . . . . . 68 500 . 1:25 500 5.25 320 27.00· 68 500 1.25 500 5.25 320 27.00 68 320 27.00 /150 30.67 450 34.33 68 320 27.00 . . . . 68 300 16.00 300 19.25 320 27.00 68 300 16.00 300 19.25 320 27.00 68 320 27.00 450 30.67 450 34.33 100 500 1.25 500 5.25 320 . 27.00 100 300 16.00 300 19.25 320 27.00 100 320 27.00 . . . . 68 . . . . . . 68 . . . . . . 68 . . . . . . 68 . . . . . . 100 . . . . . . _.,.---....._, , ·. (~_ . \ :J~s-l .. , .,.._ Page 1 of1 ---· ----... 23 24 25 LOAD#4 (lbs) (ft) START . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -. . . . . . . 480 12.58 . . . . . . . . . . . . . . . . . . . . . . . . . . 11-1° "J~?.. . . . . . . . . . ·. . . . . . 5.25 . . 5.25 5.25 27.00 . . 19.25 27.00 5.25 19.25 . . . . . . 7/27/2012 26 27 28 29 30 31 32 33 UNIFORM LOADS JG LOAD#l LOA!)#2 RL-TE RR DIFf END (pit) START END (pit) (lbs) (lbs) (lbs) . . . . . 3,659 3,659 -448 . . . . . 3,659 3,659 -448 . ,,;,,-..,. . . . 3,920 3,920 -480 40.00 ,.48.00 . . . 4,880 4,880 -480 24.50 48])0 . . . 4,736 4,280 -480 40.00 48.00 . . . 5,524 5,036 -480 40.00 51.00 . . . 5,584 5,096 -480 . . . . . 4,564 4,076 · -480· . . . . . 4,519 3,971 -480 . . . . . 3,920 3,920 -480 40.00 48.00 . . . 5,524 5,036 -480 . . . . . 4,560 4,560 -480 40.00 48.00 . . . 5,260 5,260 -399 . . . . . 4,560 4,560 -480 . . . . . 3,855 3,855 -472 27.00 20.00 . . . 5,137 4,168 -472 . . . . . 4,453 3,907 -472 . . . . . , 3,855 3,855 -472 27.00 20.00 . . . 5,188 4,277 -472 27.00 20.00 . . . 5,514 4,431 -472 30.67 20.00 . -. 4,182 4,821 -472 . . . . . 3·,956 4,074 -472 24.33 48.00 19.25 27.00 20.00 5,233 4,720 -472 27.00 20.00 . . . 4,426 4,359 -472 30.67 20.00 . . . 4,182 4,821' -472 27.00 20.00 . . . 5,817 4,906 -472 27.00 20.00 . . . 5,056 · 4,987 -472 . . . . . 4,585 4,703 -472 . . . . . 3,659 3,659 -448 21.25 48.00 . . . 4,389 3,949 -448 . . . . . 3,659 3,659 -448 21.25 48.00 . --=---. 4,389 3,949 -448 -. ., 4,256 4,256 -448 . . _,,. . ··, .iY / --_ \(1)Q« ( c ~ to ~'>'f Di~J:.c. yl,U'"':::£_, ) · shv> ::r2 1--z_ 1 -, r -1. J ctc.lc!("'J_ }'t"'ti<~,-v)l,,--·1 J.l.., _ lr- :;r-z1-, -:Jr Fi' 2:_~:.. o,k· +a L .. ,.· ,_,...,, [{._,"'-,Ji .. .__..,.t r~:1,-t: /,1" ,[ ( H,c l,._1£,,~ Ve {d) - I I I I I I I I I I I I I I I I I I I JOIST GIRDER LOAD ANALYSIS RCT 3,659 4,389 3,659 4,389 3,659 4,256 31 37 .33 -448 -448 -448 -448 -448 -448 1----~:PANEL -2 4 6 8 10 1;! -;-: ---+-------1 1----__,PPLOAD 6,65~ '·" 8,341 ___ 6,651 ____ .,8,341.~ ·&,651· .,.8~~1!Ql1----+----1 40.00 . , ____ ~480 -480 -480 -480 -480 -399 32 MK J21 J21-10 J21 J21-10 J21 J24·10 DL 2,939 4,629 2,939 4,629 2,939 4,957 1-----~;~~~ l~;~~~M--J:-1--J-2-1--1-0--J-21--J-2-4--1-0-----+----< RCT 3,920 4,880 3,920 4,880 3,920 5,260 31 I 40.oo -480 -480 -480 -480 -480 -399 1---~,PANEL:-";.;.;_;-'--=2_;_;;..;;.,__~4...;.;;.~--:6~:.:.i..-~8_;_;_.;.,..-:1~0-=c~__,.12,,=;.;.,/-----j----1 1---~-;iPP LOAD 6,880 8,800 6,880 8,800 6;880 9;72211----+----1 ., .... 40.00 -. ---:480 . ..,,_. -480 ----~-:iao -----::480 ---·:480 ·-·----~399 Kv I 3,920 4,880 ' 3,920 4,880 3,920 5,260 31 MK J21 J21·10 J21_ J21-10 J21 J24•10 DL 3,040 4,960 3,040 4,960 3,040 5,882 COLUMN -3 TO __ 4~-+---1----+----+-----11-------1 1-----~ i:w1~M J21 J21-10 J21 J24-10 RCT 3,920 4,880 3,920 4,880 3,920 5,260 32 40.00 -480 -480 -480 -480 -480 -399 ,__ ___ PANEi.. 2 4 6 a -10 ~2 1~ _____ __, ;pp LOAD 6,931 8,800. 6;880 8,800 6,880 ,9,7221 1-----; · 40·:oo ···-··--486 ---:-:4ao" ____ -4iio---~4so -·~·-:4so ·--·-.3991----+----1 RCT 3,971 . 4,880 3,920 4,880 3,920 5,260 32 MK J21A J21-10 J21 J21-10 J21 J24-10 DL 3,091 .4,960 3,040 4,960 3,040 5,882 COLUMN 3 TO 4 I-----~ i=w1~~ J21 -J21-10 _ J21 J24-10 Rv1 4,519 4,880 3,9.20 4,880 3,920 5,260 31 40.00 -480 -480 -480 -480 -480 -399 1----~PANEI:----'------2--'--4.----'---.5--'--=9--'--.1=0--'-~12=· ---'---+----1 ,__ __ ~PP LOA 3 D 9 __ 33 ,8,020 _ 7,783 8;105 9,1.11! 8;156 , 1_(),;!06;1----+----1 --. -472 -472 -472 -472 -472 --·-472 Rv1 4,453 3,855 5,137 5,188 5,188 5,ts17 31 MK J29A J29 J29-10 J31·10 J31-10 J34•10 DL 4,21:.! 3,91:> 4,297 5,308 4,.,qa 6,398 TAG ENO = 31 NON TAG END= 32 Page 1 of3 I I I I I I I I I I I I I I I I I I I JOIST GIRDER LOAD ANALYSIS ~m; a.,~:~-5 1----~ . J8-r--J1_0_+-_J_1_1-f---J-11---!--J-1~1-+----+----I RCT . 4,256 4,256 3,659 . 3,659 3,659 3,659 31 37.33 -448 -448 -448 -448 -448 -448 PANEL . 2 4 6 a 10 :12 l~ __ _,__ __ __, 1-------;,~':"..L~AD _ . --~!669 ___ _l,24@ __ 7~1L ....... ,!.,6.5~ ~ . .zit1 . 6;~~~1 40.00 -399 -480 -480 -480 -480 .=-.--480·~---+------< RCT 5,260 3,920 4',880 3,920 4,880 3,920 ·32 MK J24•10 J21 J21·10 J21 J21-10 J21 DL 4,957 3,536 3,899 · 2,939 3,899 2,939 5 J21-10 J21 J21-10 J21 RCT 5,260 · 3,920 4,880 3,920 4,880 3,920 31 40.00 -399 ·480 -480 -480. :480 -480 4 6 8. 10 12 i :PAJifEL 1-----,_~~ '±~AD .. , 40.00 -~-9,722 ___ ,., 6,880 __ )I.BOO ~u 6;880 . ..;.,. 8,800 -~~ 6,880.1..----+----l -399 -480 -480 -480 -480 -480 R1.,1 MK DL 5,260 3,920 4,880 3,920 4,880 3,920 J24•10 J21 J21-10 J21 J21-10 J21 5,882 3,040 4,960 3,040 4,960 3,040 RCT . 5,260 3,920 4,880 3,920 4,880 3,920 40.00 -399 -480 -480 -480 -480 -480 RCT . 5,260 3,920 4,880 3,920 4,880 3,920 MK J24-10 . J21 J2F10 .J21 J21-10 J21 DL 5,882 · 3,040 4,960 3,040 4,960 3,040 !"Iv I b,:.!l:i0 3,920 4,880 3,920 4,880 3,920 40.00 -399 -480 . -480 -480 -480 -480 31 32 32 31 ;p;QIEL 2 4 6 8 ~0 -:-,2~--11'----+-----1 1-----,pp LOAD 10,208 8;156 9,442 . 8,482 _ 9,442 8 482j .,.. 39.33 ---~472 . ·--·.472 -·--~72 ·--472 •.. , ··--472 . '"·'" :472 ..----+-----I t"{vl 5,817 5,188 5,514 5,514 5,514 5,514 31 MK J34•10 J31-10 J31-12 J31-12 J31-12 J31-12 DL 6,;,:,o 4,348 ~;634 . 4,674 :.,634 4,u,., TAG END = 31 NON TAG END= 32 Page 2 of3 I I JOIST GIRDER LOAD ANALYSIS I ~ • 6 -4 9 J21·8 J21·9 J21·2 J21·9 RCT 3,920 4,564 5,584 4,564 5,524 4,564 31 I 40.00 -480 -480 -480 -480 -480 -480 1PANlL 3 5 7 9 1,1 1.2 l :PP LOAD ,,_ ' .7..i150 -"!.,794_ , __ 1!,~11. ,, __ 7,,]94 ____ , 8;528 .. ....: J;_568i .. -. 39.33 -472 -472 -472 -472 -472 -472 RCT 4,182 4,182 4,182 4,182 3,956 3,956 31 I .MK J32-10 J31-13 , J31-13 J31-13 J3.1·14 J31-14 DL 3,342 3,986 5,006 3,986 4,720 3,760 COLUMN 6 TO 7 I ~~,~ -~~·~!I; -9 J21·2 J21·9 J21·8 J21·9 J25·1 RCT 4,564 5,524 4,564 5,584 4,564 4,560 31 40.00 -480 -480 -480 -480 -480 -480 1PANEL 3 5 7 ·9 11 12 P,~LOAD ·--·· 7;794 --~ !,754 --J,794 ~588 ~-. .1!568 -~·. 8, 1931 I 39.33 -472 -472 -472 -472 -472 -472 Kl I 4,182 4,182 4,182 3,956 3,956 4,585 31 MK J31-13 J31-13 · J31-13 J31-14 J31-14 J35-10 DL 3,986 4,946 -3,986 4,780 3,760 4,385 I COLUMN· 7 TO 8 ~ • J21. J21 J21 J21 RCT 5,036 3,920 3,920 3,920 3,920 3,920 32 40.00 -480 -480 -480 -480 -480 -480 I P-ANEL: 2 4 6 8 10 12 ·' PP LOAD 8,8311 ~.-r~-.o .. ~ . .!i88Q __ 1,2~ _____ 11;.!1_~9 ___ :§,88Q, .. 40.00, -a480 -480 -480 -480 -480 -480 RCJ 4,560 . 4,280 3,920 . 4,280 3,920 3,920 32 MK J24-1 J21-11 J21 J21-11 J21 J21 I I DL 4;796 3,400 3,040 3,400 3,040 3,040 COLUMN . 7 ,aa,,~~ 8 • C1I •lfJIIIIIIII!· . ., MK J24·1 J21-11 J21 J21-11 J21 J21 ""' 4,560 4,736[ 3,920 4,736 3,920 3,920 31 40.00 -480 -480 -480 -480 -480 -480 -. -2 4 6 8 10· .12· PANEL: :PP LOAD . 8,864 9,0:17 7,394 9,0:17 7,394 6;823' . 39.33 -472 -472 . -472 "-472 -472 -472 I R1.,1 5,056 5,233 4,426 5,233 4,426 3,855 31 MK · J34•11 J31-15 J31-16 J31-15 'J31-1ji J31 UL 4,856 5,209 3,586 5,<!09 3,:.86 ;s,u1:, TAG END = 31 I NON TAG END= 32 I I I I I I Page 3 of3 I Larry W. Lang, P.E. STRESS ANALYSIS; 2~KASPCL J4-10/J7-10 FLOREXPO -CARLSBAD, CA···· ADDED LOADS' RUN ON 7-25-12 I BASE Ll:cNG"fH WORKING LENGTH DEPTH 37-2 7/8 36-10 7/8 22 21.026 EFF DEPT.H BC PANLS LE-= 2-8 8 BC PANELS AT 4-0 RE= 2-8 I TCPANL.S LE= 1-8 END STRUT TILTED RE= 1~0 . FIRST HALF LE::: 1-1'! 3/8 SPECIAL 1STCOMP RE= 1-11 3/8 FIRST DIAG LE= 4-7 3/8 RE= 4-7 3/8 1· DEPTHS LE= 22,000 CENTERLINE= 22.000 RE= 22.000 PARTIAL UNIFORM LOAD OF 48 PLF FROM PAN PT 1 TO 11 UNIFORM TC LOAD= 196 UNIFORM BC LOAD= 0 I REACTIONS R1= +4,326.52 R2=-+3,888.85 MIN SRR= 1,081.63 TL= &,215.38 -·-········-STRESS ANALYSIS ····-··---- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -5,923 0 4,142 7,228 1.744 36.68 0-2 I TILTED END STRUT V1S -5,613 0 543 -625 1."151 24.20 1-8 2 W3 ·5,613 9,615 3,599 -5,382 -1.495 31.44 2-8 3 W4 -13,034 9,615 2,995 4,546 1.517 31.90 4-7 3/8 4 W5 -13,034 15,897 2,507 -3,805 -1.517 31.90 6-7'3/8 15 W6. -18,203 15,897 2,019 3,065 1.517 31.90 8-7 318 6 W7 -18,203 19,951 1,531 -2,324 -1.517 31.90 10· 7 318 7 W8 -21,143 19,951 1,043 1,641 1.517 31·.90 12-73/8 8 W9 -21,143 21,778 555 -1,641-1.51731,90 14-73/8 19 W10 -21,855 21,778 67 1,641 1.517 31.90 16-7 3/8 10 W10 ·21,855 21,376 -420 1,641 -1.5-17 31.90 18-7 3/8 11 W9 -20,394 21,376 ·860 -1,641 1.517 31.90 20-7 318 12 W8 -20,394 18,965 -1,252 1,900 -1.517 31.90 22-7 3/8 113 W7 -17,088 18,965 -1,644 -2,494 1.517 31.90 24-7 3/8 14 W6 -17,088 14,764 -2,036 3,089 -1.517 31.90 26-73/8 15 W5 ·11,993 14,764 -2,428 -3,684 1.517 31.90 28-7 3/8 16W4 -11;993 8,774 -2,820 4,279-1.51731.9030-73/8 17 W3 -5,027 8,774 -3,370 -5,040 1.495 31.44 32· 7 3/8 I TILTED END STRUT V1S -5,443 8,774 436 -603 -1.382 29,06 36-2 7/8- 18 W2 -5.443 0 ·3,807 6,642 -1.744 36.68 34-63/4 ---STD VERTICALS --- 119 SE SQ END 4,326 -4,326 1 .000 21'.02 20 V1 END PNL 436 -625 1.382 29.06 21 V2 INTERIOR 392 -392' 1.000 21.02 I I 1, I I I· I I MAX TC COMPRESSION= -21,855,63 MAX BC TENSION= 21,778.05 MAX INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH;;: 48.00 I I'•.-"• Larry W. Lang, P.E. MEMBER SIZES: 22KASPCL J4-10/J7-10 RUN ON 7-25-12 ILOREXPO. CARLSBAD, CA ---ADDED LOADS Fy = 50,000.000 Fb = 30,000.0QO BEND!NG LOAD = 0.000 ASSUMED FORCE = 21,855.632 EUTSlDE DEPTH = 22.000 ASSUMED EFF DEPTH= 21.D26 C =16 REA= 0.3730 y(x) = 0.4230 Ryy = 1.0326 Rz = 0.2960 TC =22 AREA= 0.5290 Rx = 0.6240 Rz "' 0.3970 Ryy = 1.2222 I = 0.5510 Si = 0.3738 Ss = 0.1421 Qs = 0.8785 CTUAL EFF DEPTH= 21.026 GAP BETWEEN CHORD= . 1.000 ORRECTED LOAD TC= 21,855:632 BC = 21,778.058 L/Rx = 38.461 USING L -24.00 L/Ryy-29.452 USING L = 36.00 IL/Rz = 30.226 USING L =-12;00 WITH FILLERS K= 1.00 Fa -23,171.0 USING UR= 38.46 F'e= 100,948.03 Cm= 0.00000 MAX LOAD (FILLERS)= 24,760.15 MAX LOAD NO FILLER= 21,854.67 FILLER f'ANELS REQD-= 2 MfN WELD LEN 2X:::: 0.375 ITC {fa/Fa) = 0.89152 USING TC= 22 = 2 X 2 X .137 MAX SHEAR CK;;:; 10,479.39737 AT JOINT 9 BC STRESS = 29,193.10764 USING SC;;:; 16 = 1-1/2 X 1·112 X .130 MAX SHEARCK;;:; 14,908.06371 AT JOINT 10 I END PANEL CHECK W=-196 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH = 18.06 ·1AX!AL LOAD = 5,923.40 AXIA~ STRESS fa = 5,598.68 Fa = 20,127.95 Pe = 178,223.35 b PANEL PT = 5,055.86 fb MID-PANEL = 188.87 Cm = 0.990 fa/Fa = 0.278 ' PANEL PT= 10,654.5 MID PANEL= 0.2862 NO FILLERS _UR= 45.49 FIRST PANEL CHECK= LEFT END LENGTH = 35.38 . AXIAL LOAD = 5,614.00 AXIA.L STRESS fa = 5,306.23 Fa = 16,077.29 Pe = 46,465.15 l b PANEL PT = 5,088.83 fb MID-PANEL "' 1,488.07 Cm = 0.954 fa/Fa = 0.330 PANEL PT= 10,395.0 MID PANEL= 0.3908 NO FILLERS UR= 89.10 f ND PANEL CHECK "' RIGHT END LENGTH = 10.00 XIAL LOAD :: 5,443.42 AXIAL STRESS fa = 5,145.01 a = 22,066.23 Pe · = 581,460.65 . fb PANEL PT = 8,184.81 fb MID-PANEL : 934.16 Cm = 0.997 fa/Fa = 0.233 IPANEL PTaa: 13,329.8 MID PANEL= 0.2727 NO FILLERS L/Ra 25.18 FIRST PANEL CHECK= RlGHT END LENGTH ::: 43.44 AXIAL LOAD = 5,028.00 AXIAL STRESS fa = 4,752.36 Fa = 12,395.56 F'e = 30,817.02 l b PANEL PT = 8,184.81 fb MID-PANEL . = 2,211.25 Cm == 0.938 fa/Fa = 0.383 PANEL PT= 12,937.1 MID PANEL::: 0.4764 NO FILLERS LJR:::109.41 I OTTOM CHORD L/Rz::o 162.162 TC OAURyy = 362.329 MAX BRlDGING CHECK TC= 14.76' BC"' 20.65' MOMENT OF INERTIA= 193.9 LL 360= 144.1 LEN/360= 1.23" I I I I I I WEB DESIGN: 22KASPCL J4-i0/J7-10 RUN ON 7-25-'12 I FLORE:: ~;::~:;~,A-:c~:~~~:~-112 x .130 -----WEB DEStGN ...... I NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW CWELD 1 W2 95 1 7,228 16,398 0 6,508 2.0 7/8" ROD 2 W3 22 1 0 16,028 5,382 9,076 2.7 2 X 2 X .137 3 W4-03 1 4,546 6,241 0 1,514 2.9 1 X 1 X .109 . 4 WS 14 1 0 10,059 3,805 5,198 2.3 1-1/2 X 1-1/2 X .115 I. 5 W6 03 1 3,065 · 6,241 0 1,514 2.0 t X 1 X .109 6 W7 08 1 0 8,029 2,324 3,068 2.0 1-1/4X1-1/4X.111 7W8031 1,641 6,241 0 1,5142.01X1X.:I09 8W9 081 0 8,029 1,641 3,0682.01-1/4X1-1/4X.111 9 W10 031 1,641 6,241 0 1,514 2.0 1X1X.109 110 WlO 03 1 1,641 6,241 0 1.514 2.0 1X1X.109 11 W9 08 1 0 8,029 1,641 3,068 2-.0 1-1/4 X 1-1/4 X. 1'11 12 wa o3 1 1,900 6,241 a 1,514 2.0 1 x 1 x .109 13 W7 08 1 D 8,029 2,494 3,068 2.0 1-1/4X 1-1/4 X.111 I. 14 W6 03 1 3,089 6,241 0 1,514 2.0 1 X 1 X .109 15 W5 14 1 0 10,059 3;684 5,198 2.2 1-1/2X1-112X.115 16 W4 03 1 4,279 6,241 0 1,514 2.7 1 X 1 X .109 17 W3 22 1 0 16,028 5,040 9,076 2.5 2 X 2 X .137 18 W2 95 1 6,642 16,398 O 6,508 2.0 7/8" ROD I ---STANDARD VERTICALS--·- 19 S!= 03 2 B O 12,483 4,326 9,434 2.7 1 X 1 X .109 20 V1031 0 6,241 734 1,825 2.0 1X1X.109 21 V2 03 1 0 6,241 501 3,324 2.0 1 X 1 X.109 ITOTAL WELD= 120 K = 1.00 MIN COMP= 0;00 I I I I I I I I I I I ANGLE NAME I Larry W. Lang, P.E. STRESS ANALYSIS: 22KASPCL J21A FLOREXPO -CARLSBAD, CA •••• ADDED LOADS RUN ON 7-26·1~ I BASE LENGTH WORKING LENGTH DEPTH 39-H1/2 39-71/2 22 21.013 EFFDEPTH I BC PANLS LE= 3-0 9 BC PANE;LS AT 4-0 RE= 3-0 re PANLS LE= 2· 0 END STRUT TILTED RE: 2· 0 FIRSTHALF LE= 0-11 3/4 SPECIAL 1STCOMP RE= 0-11 3/4 FIRST DIAG LE= 3-11 3/4 RE; ~-11 3f4 I DEPTHS LE= 22.000 CENTERLINE= 22.000 RE':' 22.000 PT LOAD OF 650 LBS AT PANEL PT 22 3.00'LE 36.96'RE I UNIFORM TC LOAD= 196 UNIFORM BC LOAD= 0 REACTIONS R1= +4,486.77 R2= +3,929.73 MIN SHA= 1,121.69 TL= 8,416.50 -----------STRESS ANALYSIS----------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -6,969 0 4,307 8,192 1.902 39.96 0-2 'I TILTED END STRUT v,s -6,755 0 373 -430 1.151 24.19 2-0 2 W3 -6,755 8,591 3,283 -3,761 ·1.145 24.07 3·0 3 W4 -11,896 8,591 2,893 4,392 1.518 31.89 3-113/4 I 4 ws -11,896 14,753 2,501 -3,797 -1.518 31.89 5-11 3/4 5 ws -17,163 14,753 2,109 3,202 1.518 31.89 7-11314 6 W7 -17,163 19,124 1,717 ·2,607 -1.518 31.89 9-11 3/4 7 W8 -20,638 19,124 1,325 2,012 1.518 31.89 11-113/4 I 8 W9 ~20,638 21,704 933 -1,702 -1.518 31.89 13-113/4 9 W10 ·22,323 21,704 541 1,702 1.518 31.89 15-11 3/4 10 W11 -22,323 22,494 149 -1,702 -1.518 31.89 17-11 3/4 11 W11 -22,217 22,494 -242 -1,702 1.518 31.89 19-113/4 12 W10 -22,217 21,492 -634 1,702 -1.518 31.89 21-113/4 113 W9 -20,320 21,492 °1,026 -1,702 1.518 31.89 23-11 314 14 WB -20,320 18,700 -1;418 2,153 -1,518 31.89 25-113/4 15 W7 ·16,632 18,700 -1,810 -2,748 1.518 31:89 27-11 3/4 16 W6 -16,632 14,116 ,2,202 3,343 -1.5:18 3:1.89 29-113/4 117 W5 -11,153 14,116 -2,594 -3,938 1.518 31.89 31-113/4 18 W4 -11, 153 7,742 -2,986 4,533 -1.518 31.89 33-11 314 19 W3 ~5,854 7,742 ,3,376 ·3,868 1.145 24.07 35·113/4 TILTED END STRUT V1S ·6,067 7,742 373 -430 -1.151 24.19 37-111/2 120 W2 -6,067 ·O -3,750 7,133 ·1.902 39.96 36-111/2 ••••• STD VERTICALS ··- 21 SE SQ END 4,486 -4,486 1.000 21.01 22 V1 END PNL 373 -430 1.151 24.19 23 V2 iNTERIOR 392 -392 1.000 21.01 I MAX TC COMPRESSION= ·22,323.45 MAX BC TENSION= 22,494.23 MAX INT TC PANEL LENGTH -24.00 MAX lNT BC PANEL LENGTH-= 48.00 I I I I I. 1. I Larry W. Lang. P.E. MEMBER SIZES: 22KASPCL J21A RUN ON. 7-26-12 I FLOREXPO -CARLSBAD, GA---ADDED LOADS Fy = 50.000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE = 22.323.456 I OUTSIDE DEPTH :. 22.000 ASSUMED Eff DEPTH= 21.013 BC ~19 . AREA= 0.4410 y()() = 0.4320 Ryy = 1.0400 Rz = 0.2950 TC = 23 AREA = 0.5700 Rx = 0.6230 Rz -0.3960 Ryy -= 1.2250 I y = 0.5550 SI = 0.3981 Ss = 0.1529 Qs -0.9128 ACTUAL EFF DEPTH :a 21.013 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 22,323.456 BC = 22,494.234 L/Rx = 38 523 USING L ::: 24.00 URyy= 29.386 USING L ::: 36.00 I L/Rz = 30.303USING L :::: 12.00 WITH FILLERS K= 1.00 Fa= 23,982.7 USING UR= 38.52 F'e:a 100,624.73 Crn-= 0.00000 MI\X LOAD (FILLERS)= 27,613.75 MAX LOAD NO FILLER= 24,250.23 NO lNTERIOR FILLERS REQUIRED I TC (fa/Fa) = 0.81650 USING TC= 23 = 2 X 2 X .148 MAX SHEAR CK= 10,045.85737 AT JOINT 11 BC STRESS = 25,503.66692 USING BC:: :19 = 1-1/2 X 1-1/2 X .155 MAX SHEAR CK= 12,882.34168 AT JOINT 10 I END PANEL CHECK W.: 196 ENDPANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK ., LEFT END LENGTH _, 22.00 I AXIAL LOAD = 6,969.09 AXIAL STRESS fa = 6,113.24 Fa = 19,605.79 F'e = 119,751.75 fb PANEL PT "' 2,875.33 fb MID-PANEL = 750.04 Cm = 0.984 fa/Fa = 0.311 I PANEL PT., 8,988.5 ~ID PANEL= 0.3433 NO FILLERS L/R: 55.55 END PANEL CHECK = R1GHT END LENGTH = 22.00 AXIAL LOAD = 6,067.77 AXIAL STRESS fa. -5,322.60 Fa = 19,605.79 F'e = 119,751.75 · I, lb PANEL PT = 2,875.33 fb MID-PANEL = 750.04 Cm = 0.986 fa/Fa -0.271 PANEL PT== 8,197.9 MID PANEL"' 0.3029 NO FILLERS UR:a 55.55 I BOTTOM CHORD L/Rz= 162.711 TC OAURyy = 388.147 MAX BRIDGING CHECK TC= 14.80' BC=-20.80' MOMENT OF INERTIA=-220.1 LL 360= 132:2 LEN/360= 1.32" I I I I I I I I I WEB DESIGN: 22KASPCL J21A RUN.ON 7·26-12 rLOREXPO • CARLSBAD, CA----ADDEO LOADS I rc=23=2x2x.14s sc=rn-=1-1I2x1-1,2x.,ss --·--WEB DESIGN --···· I NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD 1 W2 95 1 8,192 16,398 0 5,476 2.0 7/8" ROD 2 W3 14 1 . 0 10,059 3,761 5,758 2,3 1-1/2 X 1-1/2 X .115 3W4 081 4,392 8,029 0 3,0662.71-1/4X1-1/4X.111 4 WS 14 1 0 10,059 3,797 5,196 2.3 1-1/2X 1-1/2X.115 I 5 W6 03 1 3,202 6,241 0 1,513 2.0 1 X 1 X.109 6 W7 14 1 0 10,059 2,607 5,196 2.0 1-1/2X1-112X,115 7 W8 03 1 2,012 6,241 0 1,513 2.0 1X1X.109 8 W9 08 1 0 8,029' 1,702 3,066 2.0 1-1/4 X 1-1/4X .111 9 W10 03 1 1,702 6,241 0 1,513 2.0 1X1X.109 110 Wl l 08 1 0 8,029 1,702 3,066 2.0 1-1/4X 1-1/4 X .. 111 11 W11081 0 8,029 1,702 3,066 2.0 1-1/4X1-1/4X.111 12 W10 03 1 1,702 6,241 0 1,513 2.0 1 X 1 X .109 13 W9 08 1 0 8,029 1-,702 3,066 2.0 1-1/4X 1-114X.111 114 W8 .031 2,153 6,241 0 1,513 2,0 1X1X.109 15 W7 14 1 0 10,059 2,748 5,196 2.0 1-1/2X1-1/2X.115 16W6 031 3,343 6,241 0 1,5132.11X1X.109 17 WS 14 1 0 10,059 3,938 5,196 2.4 1-l/2X1-1/2X.115 118 W4 08 1 4,533 8,029 0 3,066 2'.8 1-1/4 X 1-1/4 x .. 111 19 W3 14 1 0 10,059 3,868 5,758 2.3 1-112X1-1/2X:115 20 W2 95 1 7,133 16,398 0 5,476 2.0 7/8" ROD ·---STANDARD VERTICALS-·-- 21 SE 03 2 B O 12,483 4,486 9,434 2.8 1 X 1 X .109 122 V1 03 1 0 o,241 541 2,629 2.0 1X1X.109 23 V2 03 1 0 6,241 503 3,324 2.0 1 X 1 X.109 TOTAL WELD= 134 K= 1.00 MIN COMP-= 0,00 I I I I I I I I I I I ANGLE NAM!:: I LanyW.1,.ang; P.E. STRESS ANALYSIS: 22KASPCL J21-10 RUN ON 7-25-12 FLOR EXPO· CARLSBAD, CA • ...,. ADDED LOADS I BASE LENGTH WORKING LENGTH DEPTH 39-11 1/2 39-7 1/2 22 21.013 ,EFFDEPTH I BC PANLS LE-3-0 9 BC PANELS AT 4-0 RE-3-0 TC PAN LS LE:: 2-0 END STRUT Tl L TED RE:: 2•0 FIRST HALF LE=-0-11 314 SPECIAL 1ST COMP RE= 0·11314 FIRST DIAG LE= 3-11 3/4 RE= 3-11 3/4 I DEPTHS LE:: 22.-000 CENTERLINE= 22.000 RE= 22;000 UNIFORM TC LOAD= 244 UNIFORM BC LOAD= 0 I REACTIONS R1= +4,834.25 R2= +4,834.25 MIN SHR= 1',208.56 TL= 9,668.50 ............. STRESS ANALYSIS --- NO MEM TC-F BC/= SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -7,460 0 4,610 8,769 1.902 39.96 O· 2 TILTED END STRUT I V1S -7,194 0 465 ·535 1.15124.19 2-0 2 W3 -7,194 9,512 4,145 -4,749 -1.145 24.07 3-0 3 W4 -13,692 9,512 3,660 5,556 1.518 31.89 3-11 3/4 4 W5 -13,692 17,315 3,172 -4,815 -1.518 31.89 5-i13/4 I-5 W6 ·20,381 17,315 2,684 4,074 1.518 31.89 7-11.3/4 6 W7 -20,381 22,889 2, 196 -3,333 -1.518 31.89 9-11 314 7 wa -24,840 22,aag 1,708 2,592 1.s1a 31.89 11-11 3/4 8 W9 -24,840 26,233 1,220 -1,852 -1.518 31.89 13-11 3/4 9 W10 -27,069 26,233 732 1,834 1.518 31.89 15-11314 110 W11 -27,069 27,348 244 -1,834 -1.518 3~.89 17-113/4 11 W11 -27,069 27,348 -244 -1,834 1.518 31.89 19-113)4 12 W10 -27,069 26,233 -732 1,834 -1.518 31.89 21-11314 13 W9 -24,840 26,233 -1,220 -1,852 1.518 31.89 23-11 3/4 114 W8 -24,840 22,889 -1,708 2,592 -1.$18 31.89 25-11314 15 W7 -20,381 22,889 -2,196 -3,333 1.518 31.89 27-11374 16 W6 -20,381 17,315 -2,684 4,074 -1.518 31.89 29-113/4 17 ws -13,692 17,315 -3,172 -4,815 1.518 31.89 31-11 3/4 18 W4 -13,692 9,512 -3,660 5,556 -1.518 31.89 33-113/4 119 W3 -7,194 9,512 -4,145 -4,749 1.145 24.07 35-113/4 TILTED END STRUT V1S -7,460 9,512 465 -535 -1.151 24.19 37-111/2 20 W2 ~7,460 0 -4,610 8,769 -1.902 39.96 36-11112 I -··· STD VERTICALS ----· . 21 SE SQ END 4,834 -4,834 1.000 21 .D1 22 V1 END PNL 465 -535 1.151 24. 19 23 V2 INTERIOR 488 -488 1.000 21.01 MAX TC COMPRESSION= -27,069.69 MAX BC TENSION= 27,348.37 I MAX INT T.C PANEL LENGTH= 24.00 MAX tNT BC PANEL LENGTH= 48.00 I I I I I I I I Larry W.·Lang, P.E. MEMBER SIZES: 22KASPCL J21-10 RUN ON 7-25·12 [ LOR EXPO -CARLSBAD, CA ---ADDED LOADS y = 50,000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE = 27,069.6g3 OUTSIDE;DEPTH "' 22.000 ASSUMED EFF DEPTH-=; 21.013 ~ c =19 REA= 0.4410 y(x) = 0.4320 Ryy = 1.0400 Rz = 0.2950 C =23 AREA= 0.5700 Rx = 0.6230 Rz "' 0.3960 Ryy = 1.2250 I = 0.5550 SI == 0.3981 Ss = 0.1529 as = 0.9128 CTUAL EFF DEPTH,; 21.013 GAP BETWEEN CHORD= 1.000 ORRECTED LOAD TC= 27,069.693 BC :: 27,348.378 URx = 38.523 USING L = 24.00 L/Ryy= 29.386 USING L = 36.00 L/Rz = 30,303 USING L = 12.00 WITH FILLERS K= 1.00 ~a -23,982.7 USING UR= 38.52 F'e= 100,624.73 Cm= 0.00000 ~AX LOAD (FILLERS)= 27,613.75 MAX LOAD NO FILLER= 24,250.23 FILLER PANELS RE::QD = 8 MIN WELD LEN 2X = 0.375 EC (fa/Fa) = 0.99orn USING TC= 23 = 2 X 2 X .148 AX SHEAR CK= 12,167.06692 AT JOINT 11 C STRESS "' 31.007.23139 USING BC= 19 = 1-1/2 X 1-1/2 X .15~ .. **•*"•••••••••CHORDS OVERSTRESSED*••••••**••••••• JAX SHEAR CK= 15,563.58422 AT JOINT 10 I END PANEL CHECK W= 244 NO PANEL ALLOWABLE FORCES REDUCED 10 % ND PANEL CHECK = LEFT END LENGTH = 22:00 AXIAL LOAD = 7,460.13 AXIAL STRESS fa = 6,543.97 l a = rn,605.79 F'e = 119,751.75 b PANEL PT = 3,579.50 fb MID-PANEL = 933.73 rn = Q.983 fa/Fa = 0.333 PANEL PT= 10,123.4 MID PANEL= 0.3731 NO'.FILLERS UR= 55.55 END PANEL CHECK = RIGHT END LENGTH = 22.00 XIAL LOAD = 7,1160.13 AXIAL STRESS fa -6,943.97 a = 19;605.79 F'e = 119,751.75 lb PANEL PT = 3,579.50 fb MID-PANEL = 933.73 f m = 0.983 fa/Fa = 0.333 ANEL PT= 10,123.4 MID PANEL-0.3731 NO FILLERS L/R= 55.55 BOTTOM CHORD·L/Rz:: 162.711 TC OAURyy = 388.147 MAX BRI.DGING CHECK TC= 14.80' BC= 20.80' rOMENT OF INERTIA= 220.1 LL 360= 132.2 LEN/360= U2" ................ , •• CHORDS OVERSTRESSED*•• .. ••••••••••• l,AX SHEARCK= 15,563.58422 AT.JOINT 10 I ··············••oveRSTRESS 1N DESIGN·····--··· .. •• .. - I I I I I I WEB DESIGN: 22KASPCL J21-10 RUN ON 7-25-12 FLOREXPO -CARLSBAD. CA ---ADDED LOADS I TC=23=2X2X.148 BC=19=1-1/2X1-1/2X.155 -··--WEB DESIGN··•··· I N UMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD 1 W2 95 l 8,769 16,398 0 5,476 2.0 718" ROD 2 W3 14 1 0 10,059 4,749 5,758 2.8 1-1/2 X 1-112X .115 3W4 081 5,556 8,029 0 3,Q663.41-1/4X1·1/4X.111 4 WS 14 1 0 10,059 4,815 5,196 2.9 1-1/2X1-1/2X.115 15 W6 03 1 4,074 6,241 0 1,513 2.6 1 X 1 X .109 6W7 141 0 10,059 3,333 5,1962.01-1/2X1-1/2'X.115 7 W8 03 1 2,592 6,241 0 1,513 2.0 1 X 1 X .109 8 W9 08 1 0 8,029 1;852 3,066 2.0 1-1/4X 1-i/4X.111 9 W10 03 1 1,834 6,241 0 1,513 2.0 1 X 1 X.109 ll0W11081 0 8,029 1,834 3,0662.01-1/4X1-1/4X.111 11 W11 08 l O 8,029 1,834 3,066 2.0 1-1/4X 1-1/4X.111 12 W10 03 1 1,834 6,241 0 1,513 2.0 1 X 1 X .109 13 W9 08 1 0 8,029 1,852 3,066 2.0 1-1/4 X M/4X .111 114 W8 03 1 2,592 6,241 0 1,513 2.0 1 X 1 X.109 15 W7 14 1 0 10,059, 3,333 5,195 2.0 1-112X1-1/2X.115 16W6 931 4,074 6,241 0 i,5132.61X1X.109 17 W5 14 1 0 10,059 4,815 5,196 2.9 1-112X 1-1/2X.115 18 W4 08 i 5,556 8,029 0 3,066 3.4 1-114 X 1-1/4 X .111 .19 W3 14 1 0 10,059 4,749 5,758 2.8 1-112 X 1-1/2 X .115 .20 W2 95 1 8,769 16,398 0 5,476 2.0 718" ROD ----STANDARD VERTICALS ..... 21SE 032B 0 12,483 4,834 9,4343.01XiX,109 12 V1 03 1 0 6,241 670 2,629 2.0 1 X 1 X .109 3 V2 03 1 , 0 6,241 623 3,324 2.0 1 X 1 X .109 OT AL WELD= 140 K = 1.00 MIN COMP= 0.00 I I I I I I I I I I I ANGLE NAME I Larry W. Lang, P.E. STRESS ANALYSIS: 22KASPCL J21-11 RUN ON 7-25-12 FLOR EXPO -CARLSBAD, CA----ADDED LOADS I BASE LENGTH WORKING LENGTH DEPTH 39-11 1/2 39-7 1/2 22 21.013 !;;Ff DEPTH BC PAN LS LE" 3° 0 9 BC PANELS AT 4-0 RE= 3-0 I TC PAN LS LE= 2-0 END STRUT TILTED RE= 2· 0 FIRST HALF LE= 0-11 3/4 SPECIAL 1ST COMP RE:: 0-11 3/4 FIRST DIAG LE;::: 3-11 3/4 RE= 3-11 3/4 I DEPTHS LE= 22:000 CENTERLINE= 22,000 RE;= 22.000 PARTIAL UN!FORM LOAD OF 48 PLF FROM PAN PT 1 TO, 13 UNIFORM TC LOAD= 196 UNIFORM BC LOAD= 0 I REACTtONS R1'-+4,682.81 R2-' +4,226.69 MIN SHR= 1,170.70 ·TL= 8,909.50 ·······-~--STRESS ANALYSIS -·······-··· NO MEM TC F BC F SHEAR WEB F CSC WEB L PPDISTANCE 1 W2 -7,21;i 0 4,459 8,481 1.902 39.96 0-2 11 IL TED END. STRUT V1S -6,949 0 465 -535 1.151 24.19 2-0 2 W3 ·6,949 9,182 3,994 -4,576 -1.145 24.07 3-0 3 W4 -13,190 9,182 3,508 5,326 1.518 31.89 3-n 3/4 14 ws -13,1.90 16,640 3,020 -4,585 -1.518 31.89 5-11 3/4 5 W6 -19,532 16,640 2,532 3,844 1.518 31.89 7-113/4 6 W7 -19,532 21,867 2,044 -3,103 -1.518 31.89 9-113/4 7 W8 -23,645 21,867 1,556 2,362 1.518 31.89 1H13/4 8 W9 ·23,645 -24;866 1,068 -1,777 -1.518 31.89 13-11-3/4 19 W10 -25,529 24,866 580 1,777 1.518 31.89 15-11 3/4 10 W11 -25,529 25,634 92 -1, 777 -1 .518 31.89 17-11 3/4 11 w11 -2s,1s3 25,634 -395 -1,777 1.518 31.89 19-11.314 12 Wl0 -25,183 24,174 -883 1,777 -1.518 31.89 21-11 3/4 113 W9 -22,662 24,174 -1,323 -2,009 1.518 31.89 23-11 3/4 14 W8 -22,662 20,703 -1,715 2,604 -1.518 31.89 25-11 3/4 15 W7 -18,296 20,703 -2,107 -3,199 1.518 31.89 27-11 3/4 16 W6 ·18,296 15,441 -2,499 3,794 -1.518 31.89 29-11 3[4 17 ws -12,139 15,441 -2,891 -4,389 1.518 31.89 31-11 3/4 118 W4 ·12,139 8,388 -3,283 4,984 -1.518 31.89 33-113/4 19 W3 -6,334 8,388 -3,673 -4,208 1.145 24.07 35-11 3/4 TILTED END STRUT V1S -6.548 8,388 373 -430 -1.151 24.19 37-111/2 120 W2 ·6,548., -0 -4,047 7,697 -1.902 39.96 36-11112 -~-S rD VERTfCALS •••• 21 SE SQ END 4,682 -4,682 1.000 21.01 22 V1 ENDPNL 373 -535 1.151 24.19 23 V2 INTERIOR 392 -392 1.000 21.01 IMAX TC COMPRESSION~ -25,529.19 MAX BC TENSION= 25,634,91 MAX INT TC PANE;L LENGTH "' 24.00 MAX INT BC PANEL LENGTH = 48.00 I I I I I I I I LarryW, Larig, P.E. MEMBER SIZES: 22KASPCL J21-11 RUN ON 7-25-1.2 I FLOR EXPO -CARLSBAD, CA----ADDED LOADS Fy = 50,000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE = 25;529.195 I OUTSIDE DEPTH -22,000 ASSUMED !:FF DEPTH= 21.013 BC = 19 AREA = 0.4410 y(x) = 0.4320 Ryy = 1.0400 Rz = 0:2950 TC =23 . AREA= -0.5700 Rx = 0.6230 Rz = 0.:3960 Ryy ::: 1.2250 I y "' 0.5550 St "' 0.3981 Ss -0.1529 Qs -0.9128 ACTUAL EFFDEPTH = 21.013 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 25,529.195 BC = 25,634.912 L/Rx·= 38,523 USING L = 24.00 L/Ryy= 29.386 USING L "'36.00 L/Rz = 30,303USING L = 12.00 WITH FILLERS . K= 1.00 I Fa= 23,982.7 USING UR,. 38.52 F'e= 100,624.73 Cm"' 0.00000 MAX LOAD (FILLERS}= 27,613.75 MAX LOAD NO FILLER= 24,250.23 FILLER PANE!,.S REQD = 4 MIN WELD LEN 2X = D.37t;i I TC (fa/Fa) = 0.93375 USING TC= 23 = 2 X2 X .148 MAX SHEAR CK= 11,415.36767 AT JOINT 11 BC STRESS = 29,064.52609 USING BC= 19-1-1/2 X 1-1/2 X .155 MAX SHEAR CK= 14,689.31997 AT JOINT 10 I ENO'PANEL CHECK W-244 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK "' LEFT END LENGTH . = 22.00 -1AXIAL LOAD = 7,215.09 AXIAL STRESS fa = 6,329:03 Fa = 19,605.79 F'e .. 119,751.75 fb PANEL PT -3,579.50 fb MID-PANEL = 933.73 Cm = 0.984 fa/Fa = 0.322 . I PANEL PT= 9,908.5 MID PANEL= 0.3621 NO FILLERS UR=-55.55 END PANEL CHECK = RIGHT END LENGTH = 22.00 AXlAL LOAD =-6,548.27 AXIAL STRESS fa = 5,744.09 Fa =-19,605.79 f'e = 119,751.75 I fb PANEL PT "' 3,579.50 fb MID-PANEL = 933.73 Cm = 0.985 fa/Fa = 0.292 PANEL PT= 9,323.5 MID PANEL= 0.3321 NO FILLERS L/R= 55.55 I BOTTOM CHORD L/Rz= 162.711 TC OAL/Ryy ::: 388.147 MAX BRIDGING CHECK TC-14.80' BC= 20,80' MOMENT OF INERTIA= 220.1 'LL 360= 132.2 LEN/360= 1.32" I I I I I I I I I WEB DESIGN: 22KASPCL J21-11 RUNON 7-25-12 FLORE;XPO -CARLSBAD, CA ---ADDED LOADS I TC-= 23 = 2 X 2 X .148 BC"' 19,. 1-1/2 X 1-1/2 X .155 ---·-WEB DESIGN ------ NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD ANGLE NAME ,, 1 W2 95 1 8,481 16,398 0 5,476 2.0 718" ROD 2 W3 14 1 0 10,059 4,576 5,758 2.7 1-112 X 1-1/2 X .115 3 W4 08 1 5,326 8,029 0 3,066 3.3 1-1/4X1-1/4X.111 4 W5 14 1 0 10,059 4,585 5,196 2.7 1-1/2X1-1/2X.115 15 WS 03 1 3,844 6,241 o 1,513 2.4 1X1X.109 6 W7 14 1 0 10,059 3,103 5,196 2.0 1-1!2X 1-1/2X.115 7 W8 03 1 2,362 6,241 0 1,513 .2.0 1 X 1 X.109 8 W9 08 1 0 8,029 1,777 3.066 2.0 1-1/4X1-1/4X.111 9 W10 03 1 1,777 6,241 0, 1,513 2.0 1,X 1 X.109 110 W11 08 1 0 8,029 1,777 3,066 2.0 1-1/4X1-114X.111 11 W11 08 1 0 8,029 1,777 3,066 2.0 1-1/4X 1-1/4X .111 12 W10 03 1 1,777 6,241 0 1,513 2.0 1 X 1 X.109 13 W9 08 1 0 8,029 2,009 3,066 2.0 1-114X1-!/4X.111 114 W8 03 1 2,604 6,241 0 1,513 2.0 1 X 1 X .109 15 \/V7 14 1 0 10,059 3,199 5,196 2.0 1-1/2 X M/2X .115 16 W6 03 1 3,794 6,241 0 1,513 2.4 1 X 1 X .109 17 W5 14 1 0 10,059 4,389 5,196 2.6 1-1/2 X 1-1/2X .115 18 W4 08 1 4,984 8,029 0 3,066 3.1 1·1/4X 1-1l4X.111 '119 W3 14 1 0 10,059 4,208 5,758 2.5 1-1/2X1-1/2X.115 20 W2 95 1 7,697 16,398 0 5,476 2.0 7/8" ROD ···• STANDARD VERTICALS - 21 SE 03 2 B 0 12,483 4,682 9,434 2.9 1 X 1 X .109 122 V1 03 1 0 6,241 663 2,529 2.0 1 X 1 X .109 23 V2 03 1 0 6,241 519 3,324 2.0 1 X 1 X .109 lOTAL WELD= 140 K-1.00 MIN COMP= 0.00 I I I I I I I I I I I ILarry W. tang, P;E. STRESS ANALYSIS: 22KASPCL J23·3 FLOREXPO -CARLSBAD, CA---ADDED LOADS RUN ON 7-26-12 IBASE LENGTH WORKING LENGTH DEPTH 39-101/2 39-61/2 22 21.013 EFFDEPTH BCPANLS LE=2-11 9BCPANELSAT4-0 RE=2-11 ITC PANLS LE= 1-11 END STRUT TILTED RE= 1-11 FIRST HALF LE:::. 1-0 1/4 SPECIAL 1ST COMP RE== 1-0 1/4 FIRST DIAG LE= 3-11 114 RE--3-11 1/4 IDEPTHS LE= 22.000 CENTERLINE= 22.000 RE= 22,000 PT LOAD OF 650 L6S AT PANEL PT 22 2.92'LE 36,96'RE · PT LOAD OF 600 LBS AT PANEL PT 8 13.94'LE 25.94'RE IPT LOAD OF 600 LBS AT PANEL PT 12 21.94'LE 17:94'RE PT LOAD OF 600 LBS AT PANEL PT 16 29.94'LE 9.94'RE UNIFORM TC LOAD= 196 UNIFORM BC LOAD= 0 REACTIONS R1= +5,288.83 R2= +4,911.33 MIN SHR= 1,322:21 TL= 10,200.17 INa ME-M·-··;:c· :rn:~~ AN~~~~~ ···wEs·F csc wes L PP'OISTANCE 1 W2 ·8,036 0 5,117 9,527 1.861 39.12 0-2 TILTED ENO STRUT · V1S -7;825 0 369 -425 1.151 24.19 1-11 12 W3 -7.825 10,214 4,097 -4.743 ·1.157 24.32 2-11 3 W4 -14,444 10,214 3,703 5,622 1.518 31.89 3.-111/4 4 W5 -14.444 18,227 3,311 -5,027 -1.518 31.89 5-11114 s wa· -21,s61 18,227 2,919 4,432 1.s1s 3'1.89 1-1-1114 16 W7 -21,5!31 24,449 2,527 -3,837 -1.518 31.89 9-11 1/4 7 W8 -26,888 24.449 2,135 3,242 1.518 31.89 11·111/4 8-W9 -26;888 28,19i 1,143 -2,007 -1.518 ,31.89 13-111/4 9 W10 -29,053~ 28,194 751 2,007 1.518 31.89 15-11114 110 W11 -29,05 ')29,464 3 359 -2,007 -1.518 31.8~ 17-111/4 '.11 W11 -29,427 ""29,464 · -32 -2,007 1.518 31.89 19-111/4 12 W10 -29,42 28,257 -1,024 2,007 -1.518 31:89 21-111/4 · 13 W9 ·26,639 28,257 -1,416 -2,149 1.518 31.8923-111/4 14 W8 -26,639 24,574 -1,808 :2,745 -1.518 31.89 25-111/4 115 W7 -22,061 24,574 -2,200 -3,340 1.518 31.89 27-111/4 16 W6 -22,061 18,415 -3,192 4,846 -1.518 31.89. 29-111/4 17 W5 -14,321 18,415 -3,584 -5,441 1.518 31.89 31-11 1/4 18 W4 ·14,321 9,780 -3,976 6,036 ·1.518 3U9 33-111/4 119 W3 -7,232 9,780 ·4,370 -5,058 1.157 24.32 35-111/4 ILTEDENDSTRUT . V1S -7.443 9,780 369 -425 -1.151 24.1.9 37-11 1/2 ·20 W2 -7,443 -0 -4,739 8,824 -1.861 39.12 36-111/2 ----STD VERTICALS---- 11 SE SQ END 5,288 -5,288 1.000 21.01 2 V1 END PNL 369 .425 1.151 24.19 3 V2 INTERIOR 392 -392 1.000 21.01 MAX TC COMPRESSION= -29,4.27.39 MAX BC TENSION== 29,464.22 IMAX INT TC PAN_EL LENGTH= 24.00 MAX INT BC PANEL LENGTH = 48.00 I I I I I I I . Larry W. Lang, P.E. MEMBER SIZES: 22KASPCL J23-3 RUN ON 7-26-12 IFLOREXPO -CARLSBAD, CA---ADDED LOADS Fy = 50,000.000 Fb = 30,000,000 BENDING LOAD = 0.000 ASSUMED FORCE ;:: 29,427.392 OUTSIDE DEPTH =-22.000 ASSUMED EFF DEPTH"' 21.013 IBC =19 AREA= 0.4410 y(x) = 0.4320 Ryy = 1.0400 Rz = 0.2950 TC =23 AREA= 0.5700 Rx =-0.6230 Rz = .0.3960 Ryy === 1.2250 l 'I = 0.5550 SI = 0.3981 Ss = 0.1529 Qs " 0.9128 ACTUAL E;FF DEPTH= 21.013 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 29,427.392 BC :: 29,464.225 L/Rx"' 38.523 USING L ,. 24.00 L/Ryy= 29.386 USING L = 36.00 URz = 30.303 USING L -12.00 WITH FILLERS K"' 1.00 IFa = 23,982.7 USING L/R= 38.52 F'e= 100,624.73 Cm= 0.00000 MAX LOAD (FILLERS)= 27,613.75 MAX LOAD NO FILLER= 24,250.23 FILLER PANELS REQD = 8 MIN WELD LEN 2X = 0.375 ITC (fa/Fa} = 1;07633 USING TC= 23 = 2 X 2 X .148 ---,----A MAX SHEAR CK= 13,114.33235AT JOINT 11 BC STRESS = 33,406.15082 USING BC= 19 = 1-.1/2 X 1-1/2 X .155 .e, .......... ,,. ••••• ,CHORDS OVERSTRESSED*******•**** .... IMAX SHEAR CK= -~;;.49763AT JOINT 12 I . ENDPANELCHECK W=196 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH = 21.00 AXIAL LOAD =-8,036.55 AXIAL STRESS fa = 7,049,60 Fa = 19,920.31 F'e = 131,428.22 lfb PANEL PT = 2,787.35 fb MID-PANEL = 658.63 Cm = 0.983 fa/Fa = 0.353 PANEL PT= 9,836:9 MID PANEL= d.3816 NO FILLERS UR= 53.03 IFIRST PANEL CHECK= LEFT END LENGTH = 24.25 AXIAL LOAD = 7,826.00 AXIAL STRESS fa = 6,864.91 Fa = 20,968.98 F'e = 98,560.69 fb PANEL PT = 2,787.35 fb MlO,PANEL = 483.69 Cm = 0.972 fa/Fa = 0.327 IPANEL PT= 9,652.2 MID PANEL= 0.3458 NO FILLERS UR=61.23 END PANEL CHECK = RIGHT END LENGTH ~ 21.00 AXIAL LOAD = 7,443.69 AXIAL STRESS fa = 6,529.56 l a = 19,920.31 Pe = 131,428.22 o PANEL PT = 2,787.35 fb MID-PANEL = 658.63 Cm = 0.985 fa/Fa = 0.327 PANEL PT= 9,316.9 MlD PANEL-::: 0.3554 NO FILLERS L/R= 53,03 .FIRST PANEL CHECK= RIGHT END LENGTH = 24.25 ~XIAL LOAD = 7,233.00 AXIAL STRESS fa = 6,344.73 Fa = 20,968.98 Pe = 98,560.69 fb PANEL PT = 2,787.35 fb MID-PANEL = 483.69 Em = 0.974 fa/Fa = 0.302 .... ANEL PT= 9,132.0 MID PANEL= 0.3209 NO FILLERS L/R= 61.23 BOTTOM CHORD L/Rz= ~ 62. 711 TC OAL/Ryy = 387.331 MA:X BRIDGING CHECK TC= 14.80' BC= 20.80' IMOMENT OF INERTIA= 220.1 LL 360= 133.0 LEN/360= 1.32" I .............. ,,CHORDS OVERSTRESSED•~• .. •-*•• ..... . MAXSHEA8CK=-16,922.49763AT JOINT 12 I ···········--···ovERSTRESS IN DESIGN······· ........ . I I IWEB DESIGN: 22KASPCL J23-3 RUN ON 7-26-12 FLOREXPO • CARLSBAD, CA-·-ADDED LOADS I TC= 23 = 2X2 X.148 BC= 19 = 1-1/2X 1-1/2X .155 ···-·· WEB DESIGN ···- I NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD 1 W2 95 1 9;527 16,398 0 5,715 2.2 7/8".ROD 2 W3 14 1 0 10,059 4,743 5,704 2.8 1-1/2 X 1-1/2 X .115 3 W4 08 1 5,622 8,029 0 3;066 3.5 1-1/4 X 1-1/4 X .111 4W5 141 0 10,059 5,027 5,1963.01-1/2X1-1/2X.115 ANGLE NAME 15 W6 03 1 4,432 6,241 0 1,513 2:8 1 X 1 X.109 6 W7 14 1 0 10,059 3,837 5,196 2.3 i-112 X 1-1/2 X .115 7 WB 03 1 3,242 6,241 0 1,513 2,1 1 X1 X.109 8 W9 08 1 0 8,029 2,007 3,066 2.0 1-1/4 X 1-1/4 X , 11 j 9 W10 03 1 2,007 6,241 0 1,513 2.0 1 X 1 X .109 110 W11 08 1 0 8,029 2,007 3,066 2.0 1-1/4X 1-1/4X.111 11 Wl1 08 1 0 8,029 2,007 3,066 2.0 1-1/4X 1-1/4X.111 12 W10 03 1 2,007 6,241 0 1,513 2.0 ~XlX,109 13 W9 08 1 0 8,029 2,149 3,066 2.0 1-1/4 X 1-1/4 X ..111 114 W8 03 1 2,745 6,241 0 1,513 2.0 1 X 1 X .109 15 W7 14 1 0 10,059 3,340 5,196 2.0 1-1/2 X 1-1/2X .115 16 W~ 03 1 4,846 6,241 0 1,513 3.0 1 X 1 X ,109 17 W5 14 1 :o 10,059 5,441 5,196 3,2 1-1/2X 1-1/2X.115 •••• ABOVE WEB OVERSTRESSED ... ., 244 LBS 6.2 % -----118 W4 08 1 6,035 8,029 0 3,066 3.7 1-1/4X 1-1/4X . .111 19 ws· 14 1 o 10,059 s.oss 5,704 3.0 1-1I2x 1-112x.11s 20 W2 95 1 8,824 16,398 0 5,715 2.0 7/8" ROD -··· STANDARD VERTICALS •••• 121 SE 03_28 0 12,483 5,288 9,434 :-,,3 1X1X.109 22 V1 03 1 0 6,241 572 2,629 2.0 1 X 1 X .109 23 V2 03 1 0 6,241 539 3,324 2.0 1 X 1 X.109 TOTAL WELD-146 K== 1.00 MIN COMP== 0.00 I I I I I I I I I I I l!..arry W. Lang, P.E. STRESS ANALYSIS: 22KASPCL J24-10 FLOREXPO -CARLSBAD, CA---ADDE:.D LOADS RUN ON 7·25-i2 'IBASE LENGTH WORKING LENGTH DEPTH 39-11 l/2 39-7 1 /2 22 20.889 EFF DEPTH IBCPANLS lE= 3-0 98CPANELSAT4-0 RE= 3-0 TC PANLS LE= 2-0 END STRUT TILTED RE= 2-0 , FrRST HALF LE= 0-11 3/4 SPECIAL 1 ST COMP RE= 0-11 3/4 FIRSTDIAGLE= 3-11314 RE= 3-113(4 IDEPTHS LE= 22,000 CENT.ERLINE= 22.00Q RE= 22.000 UNIFORM TC LOAD= 244 UNIFORM BC LOAD-:: 0 IREACTIONS R1= +4,834.25 R2= +4-,834.25 MIN SHR-' 1,208.56 TL= 9,668.50 NO MEM····rc·:rn~gs/N1~YE~~---wEiF csc WEBL pp DISTANCE 1 W2 -7,504 0 4,610 8,807 1.910 39.90 0-2 . T•L TED END STRUT I V1S -7,237 0 465 -536 1.153 24.09 2-0 2 W3 -7,237 9,569 4,145 -4,756 -1,147 23.96 3-0 3 W4 -13,774 9;569 3,660 5,574 1.523 31.81 3-11314 4 W5 -13,774 17,418 3,172 -4,831 -1.523 31.81 5·113/4 15 W6 -20,502 17,418 2,684 4,088 1.523 31.81 7-113/4 6 W7 -20,502 23,025 2,196 -3,344 -1.523 31.81 9-11 3/4 7 W8 -24,987 23,025 1,708 2,601 1.523 3~.81 11·11314 8 W9 -24,987 26,389 1,220 ·1,858 -1.523 31.81 13-113/4 9 W10 -27;230 26,389 732 1,840 1.523 31.81 15-11 3/4 110 W11 -27.230 27,510 244 -1,840 -1.523 31.81 17-113/4 11 W11 ·27,230 27,510 -244 -1,840 1.523 31.81 19-11 3/4· 12 W10 -27,230 26,389 -732 1,840 -1.523 31.81 21-11 3/4 13 W9 ·24,987 26,389 -1,220 • 1,858 1,523 31.81 23-11 3/4 114 W8 -24,~87 23,025 -1,798 2,601 -1.523 3'1.81 25-11 3/4 15 W7 -20,502 23,025 ·2,196 -3,344 1.5;13 31.81 27-11 3/4 16 W6 -20,502 17,418 -2.684 4,088 -1 .523 31.87 29-11 3/4 17 ws -13,774 17,418 -3,1]?: -4,831 1.523 31.81 31-11 3/4 18 W4 -13,774 9,569 ~3,660 5,574 -1.523 31.81 ·33-11 3/4 119 W3 -7,237 9.569 -4, 145 -4,756 1.147 23.96 35-11 3/4 TIL TEO END STRUT V1S -7,504 9,569 465 -536 -1.153 24.09 37-11 1/2 20 W2 -7,504 0 -4,610 8,807 -1.910 39.90 36-111/2 I ··-· STD VERTICALS ---- 21 SE SQ END 4,834 -4,834 1.000 20.88 22 V1 END-PNL 465 -536 1.153 24.09 23 V2 INTERIOR 488 -488 1.000 20.88 MAX TC COMPRESSION= -27,:230.38 MAX BC TENSION= 27,510.72 IMAX INT TC PANEL LENGTH :: 24.00. MAX INT BC PANEL LENGTH,= 48.00 I I I I I I I I WEB DESIGN: 22KASPCL J24-10 RUN ON 7-25-12 FLOREXPO -CARLSBAD, CA----ADDED LOADS I TC= 25 = 2 X 2 X .163 BC= 22 = 2 X 2 X . 137 •••••• WEB DESIGN······ I NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOWC WELD . 1 W2 95 1 8,807 l6,398 0 5,735 2.0 7/8" ROD 2 W3 14 1 0 10,059 4,756 5,891 2.8 1-112 X 1-1/2 X .115 3 W4 08 1 5,574 8,029 0 3,217 3.4 1-1/4 X 1-1/4X .111 4 W5 17 1 0 ll.968 4,831 6.493 2.4 1-1/2X 1-1/2 X .138 15 W6 03 1 4,088 6,241 0 1,587 2.6 1 X 1 X .109 6 W7 14 1 0 10,059 3,344 5,3412.01-1/2X1-1/2X.115 7 W8 03 1 2,601 6,241 0 1,587 2.0 1 X 1 X .109 8W9 081 .O 8,029 1,858 3,2172.01-1/4X1-1f4X.111 19 W10 03 1 1,840 6,241 0 1,587 2.0 1 X 1 X .109 10W11081 0 8,029 1,840 3,2172.01-1/4X1-1/4X.111 11 W11 08. 1 0 8,029 1,840 3,217 2,0 1-1/4X 1-1/4X.111 12 W10 03 1 1,840 6,241 0 1,587 2.0 1X1X.10.9 13 W9 081 0 8;029 1,858 3,217 2.0 1-l/4X1-1/4X.111 114 WS 0~ 1 2,601 6,241 0 1,587 2.0 1X1X.109 15 W7 14 1 0 10,059 3,344 5,341 2.0 1-1/2X 1-1/2-X.115 16 W6 03 l 4,088 6,241 0 1,587 2.6 1 X 1 X .109 17 WS 17 t O 11,968 4,831 6.493 2.4 1-1/2 X 1-i/2 X .138 118 W4 08 1 5,574 8,029 0 3,217 3.4 1-1/4 X 1-~/4 X, 111 19 W3 14 1 0 10,059 4,756 5,891 2.8 1-1/2 X 1-1/2 X .115 20 W2 .95 1 8,807 rn,398 0 5,735 2.0 7/8" ROD . ---STANDARDVERTICALS-- 21 SE 03 2 B O 12,483 4,834 9,549 3.0 1 X 1 X .109 122 V1 03 1 0 6,241 672 2,768 2.0 1 X 1 X.109 23 V2 03 ! 0 6,241 624 3,441 2.0 1 X 1 X .109 . TOTAL WELD-= 140 K::: 1.00 MIN COMP= 0.00 I I I I I I I I I I I ANGLE NAME I Larry W. Lang, P.E. STRESS ANALYSIS: 22KASPCL J29A FLOREXPO -CARLSBAD, CA···· ADDED LOADS I BASE LENGTH WORKING LENGTH DEPTH 39.3 38-11 . 22 21.017 EFF DEPT.H BC PANLS LE= 2-8 9 BC PANELS AT 4-0 RE= 2-8 I TC PAN LS LE;: 1-8 END STRUT TIL TEO RE= 1· 0 FIRST HALF LE= 0-11112 SPECIAL 1ST COMP RE:: 0-111/2 F!RST DIAG LE=-3-7 1/2 RE= 3-7 1/2 I DEPTHS LE::: 22.000 CENTERLINE= 22.000 RE:. 22.000 PT LOAD OF 650 LBS AT PANEL PT 22 2.67'LE 36.58'RE UNIFORM TC LOAO= 196 UNIFORM BC LOAD-= 0 I REACTIONS R1= +4,422.08 R2= +3,855.59 MIN SHR-1,105.52 TL:: 8,277.67 --·~ STRESS ANALYSIS ••••••••••••• NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -6, 102 0 4,275 7,450 1.742 36.62 0-2 I TIL TED,ENO· STRUT· V1S -5,908 0 33~ -390 1.151 24.20 1-8 2 W3 -5,908 7,706 3,286 -3,745 -1.139 23.95 2-8 3 W4 -11,015 7;706 2,898 4,399 1.517 31.90 3-7112 I-4 W5 -11,016 13,878 2,506 -3,804 -1.517 31.90 5-7112 5 W6 -16,292 13,878 2,114 3,209 1.517 31.90 7-71/2 6 W7 -16,292 18,259 1,722 -2,614 -1.517 31.90 9-7112 7 W8 -19,778 18,259 1,330 2,019 1.517 31.90 11-71/2 8 W9 -19,778 20,849 938 -1,678 -1.517 31.90 13-7 1/2 I. 9 W10 -21,473 20,849 546 1,678 1.517 31.90 15-71/2 10 W11 -21,473 21,649 154 -1,678 -1.517 31.90 17-71/2 11 W11 -21,378 21,649 -237 -1,678 1.517 31.90 19· 7 1/2 12 W10 -21,378 20,659 -629 1,678 -1.517 31.90 21-71/2 1.13 W9 -rn,492 20,659 -1,021 -1,678 1.5"17 31.90 23-71/2 14 W8 -19,492 17.,878 -1,413 2,145 -1.517 31.90 25-7112 15 W7 -15,815 17,878 -1,805 -2,740 1.517 31.90 27-71/2 16 W6 -~5,815 13,306 -2.197 3,335 -1.517 31.90 29-71/2 17 W5 -10,348 13,306 -2,589 -3,930 1.517 31.90 31-71/2 118 W4 -10,348 6;943 -2,981 4,526 -1.517 31.90 33-7112 19 W3 -5,064 6,943 -3,435 ·3,915 1.139 23.95 35-71/2 Tll TED END STRUT V1S -5,386 6,943 338 -467 -1.380 29.01 38-3 120 W2 -5,386 0 -3,773 6,577 ·1.742 36.62 36· 7 ---STD VERTICALS --- 21 SE SQ END 4,42,2 ~4,422 1.000 21.01 22 V1 END PNL 338 -467 1.380 29.01 23 V2 INTERIOR 392 -392 1,000 21.01 IMAX TC COMPRESSION= -21,473.72 MAX BC TENSION= 21,649.85 MAX INT TC PANEL LENGTH = 24.00 MAX!NT BC PANEL Ll;NGTH = 48,00 I I -1 I I I I Larry W. Lang, P.E. MEMBER SIZES: 22KASPCL J29A RUN ON 7-26-12 IFLOREXPO-CARLSBAD, CA ---ADDED LOADS Fy = 50;000.000 Fb ,. 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE = 21,473.720 OUTSIDE DEPTH = 22.000 ASSUMED EFF DEPTl-cf-21,017 IBC = 18 AREA:;:: 0.4140 y(x) = 0.4280 Ryy = 1.0373 Rz = 0.295Q TC =23 AREA = 0.5700 R.x = 0.6230 Rz = 0.3960 Ryy = 1.2250 l y = 0.5550 SI = 0.3981 Ss -0.1529 Qs = 0.9128 · ACTUAL EFF DEPTH = 21.017 GAP BETWEEN CHORD-1.000 CORRECTED LOAD TC= 21.473.720 BC = 21,649.856 L/Rx = 38.523 USING L = 24.00 L/Ryy=.29.386 USING L -36.00 L/Rz = 30.303 USfNG L = 12.00 WITH FILLERS K= 1.00 IFa = 23,982.7 USING UR= 38.52 F'e= 100,624.73 Cm= 0.00000 MAX LOAD (FILLERS)= 27,613.75 MAX LOAD NO FILLER: 24,250.23 NO INT(:RIOR FILLERS REQUIRED ITC {fa/Fa) i: 0.78542 USING TC= 2-3 = 2 X 2 X .148 MAX SHEAR CK= 9,676.89933 AT JOINT 11 BC STRESS = 26,147.17012 USING BC'-18 '-1-1/2 X 1-1l2X .145 MAX SHEAR CK= 13,213,26395AT JOINT 10 I . END PANEL CHECK W= 196 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH '-18.00 IAXfAL LOAD = 6,102.31 AXIAL STRESS fa = 5,352.90 Fa ::: 20,820.25 F'e = 178,888.42 fb PANEL PT = 2,303.96 fb MID-PANEL = 447.08 Cm = 0.991 fa/Fa = 0.257 IPANEL PT= 7,656.8 MID PANEL= 0.2756 NO FILLERS UR= 45.45 END PANEL CHECK = RIGHT END LENGTH = 10.00 AXfAL LOAD = 5,386.95 AXIAL STRESS fa = 4,725.40 Fa = 22,879.71 F'e = 579,598.49 lfb PANEL PT = 3,710.97 fb MID-PANEL = 38.98 Cm = 0.997 fa/Fa = 0.206 PANEL PT= 8,436.3 MID PANEL'-0.2081 NO FILLERS LIR= 25.25 IFIRST PANEL CHECK= RIGHT END LENGTH = 31.50 AXIAL LOAD "' 5,065.00 AXIAL STRESS fa = 4,442.98 Fa = 18,074.75 F'e = 58,412.54 fb PANEL PT = 3,891.54 fb MID-PANEL = 1,083.87 Cm· = 0.969 fafFa = 0.245' IPANEL PT:: 8,334.5 MID PANEL= 0.2873 NO FILLERS L/R= 79.54 BOTTOM CHORD L/Rz= 162. 711 TC OAURyy = 381.209 MAX BRIDGING CHECK TC= 14 .. 80' BC= 20.74' IMOMENT OF INERTIA= 212.4 LL 360= 134.6 LEN/360= 1.30" I I I I I I I I WEB DESIGN; 22KASPCL J29A RUN ON 7-26-12 I FLOREXPO -CARLSBAD, CA----ADDEO LOADS 1C= 23 = 2 X 2 X .148 BC= 18 = 1-1/2 X 1-1/2 X .145 I ······ WEB DESIGN -----. NUMBER SIZE QiY ACTUAL T ALLOW TACTUAL C ALLOW Q WELD 1 W2 95 1 7.450 16,398 0 6,522 2.0 7/8" ROD 2 W3 14 1 0 10,059 3,745 5,784 2.2 1-1/2X 1·112X.115 3 W4 08 1 4,399 8,029 0 3,067 2.7 1-il4X 1-1/4X.111 14 WS 14 1 0 10,059 3,804 5,197 2.3 1-1/2X 1-1/2X.115 5 WS 03 1 3,209 6,241 0 1,513 2.0 1 X 1 X .109 6 W7 14 1 0 10,059 2,614 5,197 2.0 1-1/2 X 1-1/2.X .115 7 W8 03 1 2.019 6.241 0 1,513 2.0 1 X 1 X .109 18 W9 08 1 0 8,029 1,678 3,067 2.0 1-1/4 X 1-'1/4 X .111 9 W10 03 1 1,678 6,241 0 1,513 2.0 1 X 1 X ,109 10W11081 0 8,029 1,678 3,0672.01-1/4X1-1/4X.111 11W11081 0 8,029 1,678 3,0672.01-1/4X1-1/4X.111 12 W10 03 1 1,678 6.241 0 1,513 2.0 1 X 1 X.109 113 W9 08 1 0 8,029 1,678 3,067 2.0 1-1/4XH/4X.111 14 W8 03 1 2,145 6,241 0 1,513 2.0 1 X 1 X.109 15 W7 141 0 10,059 2,740 5,197 2.0 1-1/2X1-1/2X.115 16 W6 03 1 3,335 6,241 0 1,513 2.1 1 X 1 X .109 117W5 141 0 10,059 3,930 5,1972.41-1/2X1-1/2X.115 18W4 081 4,526 8,029 0 3,0672.81-1/4X1-1/4X.111 19W3 141 0.10,059 3,915 5,784i31-1/2X1-1/2X.115 20 W2 95 1 6,577 16,398 0 6,522 2.0 7/8" ROD ----STANDARD VERTICALS --121 SE 03 2 B 0 12,483 4,422 9,434 2.8 1 X 1 X.109 22 V1 03 1 0 6,241 575 1,830 2.0 1 X 1 X.109 23 V2 03 1 0 6,241 499 3,324 2,0 1 X 1 X .109 I I I I I I I I I I TOTAL WELD= 134 K"' 1.00 MIN COMP= 0.00 ANGLE NAME I Larry W. Lar1g, P.E. 5TRES.S ANALYSIS: 22KASPCL J29-10 FLOR EXPO -CARLSBAD, CA-··· ADDED LOADS RUN ON 7-25-·12 I BASE LENGTH ·WORKING LENGTH DEPTH 39--3 38-1 t 22 21.017 EFFDEPTH. BC PANLS LE= 2-8 9 BC PANELS AT 4-0 RE-2-8 I TC PANLS LE= 1-8 END STRUT TILTED RE= 1-0 FIRST HALFLE= 0-11112 SPEClAL 1ST COMP RE= 0-111/2 FIRST 81AG LE= 3-7 1/2 RE= 3-7 1/2 I DEPTHS LE= 22.000 CENTERLINE= 22.000 RE= 22.000 PARTIAL UNIFORM LOAD OF 20 PLF FROM PAN PT 4 TO 15 PT LOAD OF 500 LBS AT PANEL PT 2 1.67'LE 37.58'RE I PT LOAD OF 500 LBS AT PANEL PT 4 5.63'LE 33.63'RE PT LOAD OF 160 LBS AT PANEL PT 15 27.63'LE 11.63'RE UNIFORM TC LOAD= 196 UNIFORM BC LOAD:.: 0 REACTIONS R1= +5,025.46 R2= +4,202.21 MIN SHR= 1,256.37 TL= 9,227 .. 67 I --0 ----·---STRESS ANALYSIS . • NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -6,963 0 4,878 8,502 1.742· 36.62 0· 2 TILTED END STRUT V1S -6,484 0 838 -966 1.151 24.20 1-8 I 2 W3 ·6,484 8,694 4,039 -4,604 -1.139 23.95 2-8 3 W4 -12;864 8,694 3,651 5,542 1.517 31.90 3-7 1/2 4 W5 -12,864 15,993 2,739 -4,158 -1.517 31.90 5-71/2 5 W6 -18,628 15,993 2,307 3,502 1.517 31.90 7-7112 16 W7 -18,628 20,770 1,875 -2,846 -1.517 31.90 ·g. 71i2 7 W8 -22,418 20,770 1,443 2,191 1.517 31a90 11-7112 8 W9 -22,418 23,574 1,011 -1,907 -1.517 31.90 13-7112 9 W10 -24,235 23,574 579 1,907 1.517 31.90 15-71/2 110 W11 -24,235 24,404 147 ·1,907 ·1.517 31.90 17-71/2 11 W11 -24,079 24,404 -284 -1,907 1.517 31.90 19-7112 12 W10 ·24,079 23,261 -716 1,907 -t.517 31.90 21· 7 1/2 13 W9 -21,950 23,261 -1,148 -1,907 1.517 31.90 23-71/2 14 W8 -21,950 20,145 -:t,580 2,398 -1.517 31.90 25-71/2 115 W7 -17,687 20,145 -2,152 ·3,267 1.517 31.90 27-71/2 16 W6 -17,687 14,782 -2,544 3,862 -1.517 3-1.90 29-71/2 17 ws -11,429 14,782 -2,936 -4,457 1.517 31.90 31-71/2 18 W4 -11,429 7,628 -3,328 5,052 -1.517 31.90 33-71/2 119 W3 -5,559 7,628 -3,781 -4,310 1.139 23.95 35-71/2 TILTED END STRUT V1S ~S,881 7,628 338 -467 -1.380 29.01 38--3 20 W2 -5,881 0 -4,120 7,181 -1.742 36.62 36-7 ··-· STD VER,TICALS •••• 121 SE SQ END 5,025 -5,025 1.000 21.01 ~2 V1 END PNL 338 -966 1.380 29.01 23 V2 INTERIOR 392 -392 1.000 21.01 MAX TC COMPRESSION= -24,235.95 MAX BC TENSION= .24,404.53 I MAX INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48.00 I I I I I I I LarryW. Lang, P.E. MEMBER SIZES: 22KASPCL J29-10 RUN ON 7-25-12 I FLOR EXPO-CARLSBAD, GA--· ADDED LOADS Fy = 50,000.000 Fb : 30,000.000 BENDlNG LOAD = 0.000 ASSUMED FORCE = 24,235.951 I OUTSIDE DEPTH = 22.000 ASSUMED EFF DEPTH= 21.017 BC =18 AREA= 0.4140 y(>c) = 0.4280 Ryy = 1.0373 Az = 0.2950 . TC : 23 ·AREA= 0.5700 Rx = 0.6230 Rz = 0.3960 Ryy = 1.2250 I y = 0.5550 Sl = 0.3981 Ss = 0.1.529 Os = 0.9128 ACTUAL EFF DEPTH = 21.017 GAP BETWEEN CHORD= 1.000 CORRECTEDl:OAD TC= 24,235.951 BC = 24,404.531 URx"' 38.523 USING L = 24.00 URyy= 29.386 USING L = 36.00 Fa; 23,982.7 USING UR= 38.52 F'e= 100,624.73 Cm= 0.00000 I L/Rz = 30.303 usrNG L = 12.00 WITH FILLERS K= 1.00 MAX LOAD (FILLERS)= 27,613.75 MAX LOAD NO FILLER= 24,250.23 NO INTERIOR FILLERS REQUIRED I TC (fa/Fa) = 0.88645 USlNO TC= 23 =-2 X 2 X .148 MAX SHEAR CK= 10,911.75413AT JOINT 11 · BC STRE:SS = 29,474.07203'USING BC= 18= 1-1/2 X 1-1/2 X .145 MAX SHEAR CK= 14,916.77423AT JOINT 10 I END PANEL CHECK W= 196 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH :: 18.00 I AXIAL LOAD = 6,963.59 AXIAL STRESS fa = 6,108.41 Fa = 20,820.25 F'e = 178,888.42 fb PANEL PT = 2,303.96 fb MID-PANEL . = 447.08 Crn = 0.989 fa/Fa = 0.293 I PANEL PT= 8,41,?.3 MID PANE.L= 0.3119 NO FILLERS UR= 45.45 END PANEL CHECK "' RIGHT END LENGTH = 10.00 AXIAL LOAD ::: 5,881.72 AXIAL STRESS fa :: 5,159.40 Fa = 22,879.71 F'e = 579,598.49 l fb PANEL PT = 3,710.97 fb MID-PANEL = 38.98 Cm = 0.997 fa/Fa = 0:225 · PA"IEL PT= 8,870.3 MID PANEL= 0.2270 NO FILLERS L/R= 25.25 I FIRST PANEL CHECK= RIGHT END LENGTH 31.50 IO<IAL LOAD = 5,560.00 AXIAL STRESS fa = 4,877.19 Fa = 18,074.75 F'e = 58,412.54 fb PANEL PT = 3,891.54 fb MID-PANEL = 1,083.87 Crn = 0.966 fa/Fa = 0.269 I PANEL PT= 8,768.7 MID PANEL= 0.3115 NO FILLERS L/R= 79.54 BOTTOM CHORD L/Rz.-162.711 TC OAURyy = 381.209 MAX BRIDGING·CHECK TC= 14.80' BC= 20.74' I MOMENT OF INERTIA=-212.4 LL 360= 134.6 LEN/360= 1.30" I I I I I I I • • WEB DESIGN; 22KASPCL J29-1D RUN ON 7-25-12 FLOREXPO -CARLSBAD, CA---· ADDED LOADS I TC=23=2X2X.148 BC=18=1-1/2X1-1/2X.145 ---·-· WEB DESIGN •••••• INU(v1BER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD "1 W2 95 1 8,502 16,398 0 6,522 2.0 7/8" ROD · 2W3 141 0 10,059 4,604 5,7842.71-1/2X1-112X.115 3 W4 08 1 5,542 8,029 0 3,067 3.4 1-1/4X 1-1/4X.111 4 W5 14·1 0 10,059 4,158 5,197 2.5 1-1/2X1-1!2X.115 15 W6 03 1 3,502 6,241 0 1,513 2.2 1 X 1 X .109 6 W7 14 1 . 0 10,059 2,846 5,197 2.0 1-1/2 X 1-1/2X .11.5 7 wa 03 1 2,191 6,241 o 1,513 2.0 1 x, x .109 8 W9 08 1 0 8,029 1,907 3,067 2.0 1-1/4X 1-1/4X.111 OW11081 0 8,029 1,907 3,0672.01-1/4X1-1/4X.111 19 W10 03 1 1,907 6,241 0 1,513 2.0 1X1X.109 1 WT1 08 1 0 8,029 1,907 3,067 2.0 M/4 X 1-1/4 X .111 12. wm 03 1 1,so1 6,241 o 1,513 2.0 1 x 1 x .109 13 W9 08 1 O· /3,029. 1,907 3,067 2.0 1-114X1-1/4X.111 5 W7 14 1 0 10,059 3,267 5,197 2.0 1-1/2X1-1/2X.115 - 4 WS 03 1 2,398 6,241 0 1,513 2.0 1 X 1 .X .109 5 W6 03 1 3,862 6,241 0 1,513 2.4 1 X 1 X.109 17 WS 14 1 0 10,059 4,457 5,197 2.7 1-1/2X1-1/2X.115 18 W4 08 1 5,052 _8,D29 0 3;067 3.1 1-114X 1-1/4X.111. 9 W3 14 1 0 10,059 4,310 5,784 2.6 1-1/2X1-1{2X.115 0 W2 95 1 7,181 16,398 0 6,522 2.0 7/8" ROD •••• STANDARD VERTICALS···· 21 S(:; 03 2 B O 12,483 5,025 9,434 3.2 1 X 1 X .109 12 V1 03 1 . 0 6,241 1;087 1,830 2,0 1 X.1 X .109 3 V2 03 1 0 6,241 513 3,324 2.0 1 X 1 X .109 OTAL WELD= 140 K = 1.00 MIN COMP-0.00 I I I I I I I I 1· I I ANGLE NAME I LarryW. Lang, P.E. STRESS ANALYSIS: 22KASPCL J31-10 FLOREXPO -CARLSBAD, CA --ADDED LOADS RUN ON 7-25-1.2 I BASE LENGTH WORKING LENGTH DEPTH 39-2718 38-107/8 22 21.017 EFF DEPTH I.BC PANLS Lt= 2-8 9 ac PANELS AT 4-0 .RE;:; 2-8 TC PAN LS LE= 1-8 END STRUT TIL TEO RE= 1· 0 FIRST HALF LE= 0-11 3/8 SPECIAL 1ST COMP RE-0-11 3/8 FIRST DIAG LE= 3-7 3/8 RE-3-7 3/8 I DEPTHS LE= 22.000 CENTERLINE=: 22.000 RE= 22.000 PARTIAL UNIFORM LOAD OF 20 PLF FROM PAN PT 4 TO 15 I PT t:.OAD OF . 500 LBS AT PANEL PT 2 1.67'LE 37.57'RE PT LOAD OF 500 LBS AT PANEL PT 4 5.62'LE 33.62'RE PT LOAD OF 320 LBS AT PANEL PT 15 27.62'LE 11.62'RE UNIFORM TC LOAD= 196 UNIFORM BC LOAD= 0 . REACTIONS Ri-+5,071.52 R2"' +4,314.11 MIN SHR-1,267.88 Tl= 9,385.63 I --··--·---STRESS ANALYSIS • NO MEM. TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -7,043 0 4,924 8,593 1.745 36.68 0-2 TfL TED END STRUT I V1S -6,564 0 838 -965 1.151 24.20 1-8 2. W3 -6,564 8,775 4,085 -4,645 -1.137 23.89 2-8 3W4 ·12,999 8,775 3,698 5,614 1.51731.90 3-73/8 4 WS -12,999 16,181 2,786 -4,229 -1.517 31.90 5-73/8 5 W6 -18,870 16,181 2,354 3,574 1.517 31.90 7-73/8 16 W7 -18,870 21,066 1,922 -2,918 -1.517 31,90 9-7 3/8 7 W8 -22,768 21,066 1,490 2,262 1.517 31.90 11-7 3/8 8 W9 ·22,768 23,977 1,058 -1.924 -1.517 31.90 13-7 3/8 9 W10 -24',693 23,977 626 1,924 1.517 31.90 15-7 3/8 110 W11 -24,693 24,915 194 -1,924 -1.51'7 31.90 17-73/8 11 W11 -24,644 24,915 -237 -1,924 1.517 31.90 19-73/8 12 W10 -24.644 23,880 -669 1,924 -1.517 31.90 21-73/8 13 W9 -22,622 23,880 -1,101 -1,924 1.517 31..90 23-7 3/8 14 W8 -22;622 20,871 -1,533 2,327 -1.517 31.90 25-73/8 115 W7 -18,284 20,871 -2,265 -3,438 1.517 31.90 27-7'3/8 16 W6 -18,284 15,250 -2,657 4,033 -1.517 31.90 29· 73/8 17 W5 -11.768 15,250 -3,049 -:4,628 1.517 31.90 31-73/8 18 W4 -11,768 7,838 -3,441 5;223 -1.5·17 31.90 33-7318 119 W3 -5,731 7,838 -3,894 -4,427 1.137 23.89 35-7 3/8 TILTED E~D STRUT v,s -6,054 7,838 338 -467 -1.382 29.05 38-27/8 20 W2 -6,054 .Q -4,232 7,386 -1.745 36.68 36-6 3/4 . ••••• STD VERTICALS···· 121 SE SQ END 5,071 -5,071 1.000 21.01 22 V1 ENO PNL 338 -965 1.382 29.05 23 V2 INTERIOR 392 -392 1.000 21.01 MAX TC COMPRESSION= -24,693; 10· MAX BC TENSION= 24,915.44 IMAX INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48,00 I I I I I I I Larry W. Lang, P.E. MEMBER SIZES: 22KASPCL J31-10 RUN ON 7-25-12 I FLOREXPO -CARLSBAD. CA ---ADDED LOADS Fy = 50,000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE = 24,693.108 I OUTSIDE DEPTH = 22.000 ASSUMEDEFF DEPTH= 21.017 BC =18 AREA= 0:4140 y(x) = 0.4280 Ryy = 1.0373 Rz = 0.2950 TC =23 AREA= 0:5700 Rx = 0.6230 Rz = 0.3960 Ryy = 1.2250 · I Y = 0.5550 St = 0.3981 Ss = 0.1529 Qs =-0.9128 ACTUAL EFF DEPTH= 21.017 GAP BETWEEN CHORD-1,000 CORRECTED LOAD TC= 24,693.108 BC = 24,915.447 L/Rx;:; 38.523 USING L o::.24.00 L/Ryy-: 29.386 USING L -36.00 Fa"' 23,982.7 USING UR-38.52 F'e-100,624.73 Cm= 0.00000 I L/Rz = 30.303 USING L = 12.00 WITH FILLERS K"'-1.00 MAX LOAD (FILLERS)= 27,613.75 MAX LOAD NO FILLER= 24,250:23 FlLLER PANELS REQD = 4 MIN WELD LEN 2X = 0.375 I TC (fa/Fa} = 0.90317 USING TC= 23 = 2 X.2 X .148 MAX SHEAR CK= 11, 135.24133 At JOINT 11 BC STRESS ::. 30,091.12010 USING B<;:= 18"' 1-1/2 X 1-112 X .145 MAX SHEAR CK= 15, 193.03555 AT JOI NT 10 I END PANEL CHECK W= 196 ·END PANEL ALLOWABLE FORCES REDUCED 10 % E·No PANEL CHECK = LEFT END LENGTH = 18.06 IA;,<IAL LOAD = 7,043.24 AXIAL STRESS fa = 6,178.28 Fa = 20,802.18 F'e = 177,652.58 fb PANEL PT = 2,292.92 fb MID-PANEL "' 454.01 Cm = 0.989 fa/Fa = 0.297 I PANEL PT= .8,471.2 MID·PANEL= 0.3158 NO FILLERS UR=45.61 END PANEL CHECK --RIGHT END LENGTH = 10.00 AXIAL LOAD· = 6,054.04 AXIAL STRESS fa = 5,310.56 Fa -= 22,819.71 F'e = 579,598.49 l fbPANEL PT = 3,694.06 fb MID-PANEL = 37.72 Cm = 0.997 fa/Fa -0.232 PANEL PT= 9,004.6 MID PANEL= 0.2336 NO FILLERS L/R= 25.25 · 1FIRST PANEL CHECK= RIGHT END LENGTH "' 31.44 AXIAL LOAD = 5,731.00 AX1AL STRESS fa = 5,027.19 Fa = 18,101.44 F'e " 58,645.03 fb.PANEL PT = 3,879.77 fb MIO-PANEL -1,079.31 Cm = 0.965 fa/Fa ::: 0.277 · I PANEL PT=-8,906.9 MID PANEL· 0.3193 NO FILLERS UR"' 79.38 BOTTOM CHORD LfRz= 162. 711 TC OAL/Ryy = 381.107 MAX SRlDGING CHECK TC= 14.80' BC., 20.74' IMOMENT OF INERTIA= 212.4 LL 360= 134.7 LEN/360= 1.30" I I I I I I I WEB DESIGN: 22KASPCL J31-10 RUN ON 7-25-12 FLOR EXPO -CARLSBAD, CA--· ADDED LOADS I TC= 23"' 2 X 2 X..148 BC= 18 = 1-1/2 X 1-112 X .145 ~----WEB DESIGN •••••• NUMBER SIZE QTY ACTUAL T ALLOW T ACTUAL C ALLOW O WELD ANGLE NAME 11 W2 95 1 8,593 16,;398 0 6,504 2.0 7/8" ROD 2 W3 14 1 Q 10,059 4,645 5.797 2.8 1~1/2 X 1-1/2 X .115 3W4 081 5,614 8,029 0 3,0673,51-1/4X1-1/4X.111 ·4 WS 14 1 0 10,059 4,229 5,197 2.5 1-1/2X 1-1/2X.115 15 W6 03 1 3,574 6,241 0 1,513 2.3 1 X 1 X .109 6 W7 14 1 0 i0,059 2,918 5,197 2.0 1-1/2X 1~112X.115 7 W8 03 1 2,262 6,241 0 1,513 2.0 1 X 1 X ,109 8 W9 08 1 0 8,029 1,924 3,067 2.0 1-1/4X 1·1/4X.111 9 W10 03 1 1,924 6,241 0 1,513 2.0 1 X 1 X .109 110 W11081 0 8,029 1,924 3,067 2.0 1-1l4X1-1l4X.111 11 W11 08 1 0 8,029 1,924 3,067 2.0 1-1/4X1-1/4X.111 · 12 W10 03 1 1,924 6,241 0 1,513 2.0 1 X 1 X.109 13 W9 08 1 0 8,029 1,924 3,067 2.0 1-1/4Xt-1/4X.111 114 W8 03 1 2,327 6,241 0 1,513 2.0 1 X 1 X ,109 15 W7 14 1 0 10,059 3,438 5,197 2.1 1-1/2 X 1-112X .115 16 W6 031 4,033 6,241 0 i,513 2.5 1X1X.109 17 W5 14 1 0 10,059 4.628 5,197 2.8 1-1/2X1-1/2X.115 18 W4 08 1 5,223 8,029 0 3,067 3.2 1-1'/4X 1-114X.111 119 W3 14 1 0 10,059 4,427 5,797 2.6 1-1/2 X 1-1/2 X.115 20 W2 95 1 7,386 16,398 0 6,504 2.0 7/S"·ROD --STANDARD VERTICALS···· 21 SE 03 2 B O 12,483 5,071 9,434 3.2 1 X 1 X .109 122 V1 03 1 0 6,241 1,088 1,824 2.0 1X1X.109 23 V2 03 1 0 6,241 515 3,324 2.0 1 X 1 X .109 TOTAL WEl,D= 142 K = 1.00 MIN COMP= 0.00 I I I I I I I I I I I ILarry W. Lang, P.E. STRESS ANALYSIS: 22KASPCL J31-12 RUN ON 7-25-12 . FLOREXPO • CARLSE)AD, CA ---ADDED LOADS IBASE LENGTH WORKING LENGTH DEPTH 39-2 718 38-10 7/8 22 21.017 EFFDEPTH IBCPANLS LE= 2-8 9BCPANELSAT4-0 RE= 2-8 TC PANLS LE= 1-8 END·STRUTTILTED RE= 1-0 FIRST HALF LE= 0-11 3/8 SPECIAL 1 ST COMP HE=== 0-11 3/8 FIRST D!AG LE= 3· 7 3/8 RE=-3-7 3/8 IDEPTHS LE= 22.000 CENTERUNE= 22.000 RE= 22.000 PAR:rlAL UNIFORM LOAD OF 20 PLF FROM PAN PT 4 TO 15 PT LOAD OF 500 LBS AT PANEL PT 4 5.62'LE 33.62'RE IPT LOAD OF 500 LBS AT PANEL PT 2 1.67'LE 37.57'RE PT LOAD OF 480 LBS AT PANEL PT 7 11.62'LE 27.62'RE PT LOAD OF 320 LBS AT PANEL PT 15 27.62'LE 11.62'RE UNIFORM TC LOAD::: 196 UNIFORM BC LOAD= 0 IREACTIONS R1= +5.410.22 R2= +4,455.41. MIN SHR= 1,352.55. TL= 9,865.63 -----------STRESS ANALYSIS--------·--- NO MEM TC F .BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 ·7,527 0 5,262 9,184 1.745 35.68 0--2 ITIL TED ENO STRUT V1S -7,049 0 838 -965 1.151 24.20 1· 8 2 W3 -7,049 9,443 4,424 -5,030 -1.13'7 23.89 2-8 3 W4 -14,054 9,443 4,037 6,128 1.517 31.90 3-73/8 . 4 W5 -14,054 17,623 3,125 -4,744 -1.517 31.90 5· 7 3/8 15 W6 -20,698 17,623 2,693 4,088 1.517 31.90 7-7 3/8 6 W7 -20,698 23,281 2,261 -3.432 -1 :5-17 31.90 9-7 3/8 7 ws -24,821 23,281 1,349 2,053 1.517 31.90 11-73/8· 8 W9 -24,821 25,869 917 -2,053 -1.517 31.90 13-7 3/8 19 W10 -26,423 25,86;:n 485. 2,053 1.517 31.90 15-7 3/8 ~~ :}~ :;~:6;!0;~:!:~} -iis -~/;;3 -1;~;17 1 3ii~~ \79_7/~fs 12 WlD -26,052 25,126 -810 2,053 -.1.517 31.90 21-7 3/8 113 W9 -23,707 25,126 -1,242 -2,053 1.517 31.90 23-7 3/8 14 W8 -23,707 21,795 -1,674 2,541 -1.517 31.90 25-7318 15 W7 -19,047 21,795 -2,406 -3,652 1.517 31.90 27-73/8 16 W6 -19,047 15,851 -2,798 4;247 -1.517 31.90 29-7318 17 ws ·12,208 15,851 -3, 190 -4,843 1.517 31.90 31-7 3/8 118 W4 -12,208 8,117 -3,582 5,438 -1.517 31.90 33-73/8 19 W3 -5;933 8, 1 t7 -4,035 -4,588 1. 137 23.89 35-7 3/8 TILTED END S'fRUT V1S -6,256 8,117 338 -467 -1.382 29.05 38-2718 20 W2 -6.25.6 -0 -4,373 7,633 -1.745 36.68 36· 6 3/4 I --··· STD VERT1CALS ---· 21 SE SQ END 5.410 -5,410 1.000 21.01 22 V1 END PNL 338 -965 1.382 29.05 23 V2 INTERIOR 392 -392 1.000 21.01 MAX INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH = 48.00 IMAX TC COMPRESSION= -26,423.90 MAX BC TENSION= 26,484.89 I I I I I I I Larry W. Lang, P.E. MEMBER SIZES: 22KASPCL J31-12 RUN ON 7-25-12 ltLOREXPO · CARLSBAD, CA···· ADDED LOADS "y = 50,000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE = 26,423.908 I U:SI DE !DEPTH -22,000 ASSUMED EFF DEPTH-21,017 C =18 REA= 0,4140 y(x) = 0.4280 Ryy = 1,0373 Rz = 0,2950 TC =23 AREA= 0.5700 Rx = ().6230 Rz "' 0,3960 Ryy = 1.2250 l .. 0.5550 SI -0.3981 Ss "' 0.1529 Os .. 0.9128 C'.fUAL EFF DEPTH = 21 :017 GAP BETWEEN CHORD= ·1 .000 ORRECTED LOAD TC:a 26,423.908 BC = 26,484.891 URx = 38.523 USING L = ~4.00 L/Ryy= 29.386 USING L := 36,00 ERZ= 30.303 USING L = 12.00 WITH FILLERS K= 1.00 a -23,982.7 USING L/R= 38.52 F'e= 100,624.73 Cm"' 0.00000 AX LOAD {FILLERS)= 27,613.75 MAX LOAD NO F!LLER= 24,250.23 F!LLER PANELS REQD = 8 MIN WELD LEN 2X = 0.375 ' C (fa/Fa) = 0.96648 USING TC= 23 = 2 X 2 X .148 AX SHEAR CK= 11,838.16850 AT JOINT 11 C STRESS = 31,986.58361 USING BC= 18 = 1-112 X 1-112 X .145 l ****'*•_•••••••••cHORDS OVERSTRESSED*•••••••••-•t•• AX SHEAR CK= 16,25~.80711 AT JO!NT 10 l ENO PANEL CHECK W= 244 ND PANEL ALLOWABLE FORCES REDUCED 10% ND PANEL CHECK = LEFT END LENGTH --18.06 AXIAL LOAD = 7,527.71 AXIAL STRESS fa = 6,603.26 l ·a = 20,802.18 F'e ::: 177,652:58 b PANEL PT = 2,854.46 fb MID-PANEL ::. 565.20 m = 0.988 fa/Fa "' 0.317 PANEL PT= 9,457.7 MID PANEL= 0.3409 NO FILLERS UR= 45.61 - ND PANEL CHECK = RIGHT END LENGTH = 10.00 XIAL LOAD = 6,256.15 AXIAL STRESS fa = 5,487.85 a = 22,879.71 F'e = 579,598.49 fb PANEL PT = 4,598.73 fb MID-PANEL = 46,96 f m = 0.997 fa/Fa = 0.239 ANEL PT.; 10,086.5 MID PANEL= 0.2417 NO FILLERS UR= 25.25 . FIRST PANEL CHECK= RIGHT END LENGTH = 31.44 AXIAL LOAD = 5,934.00 AXIAL STRESS fa "' 5,205.26 l a = 18,101.44 F'e = 58,645.03 b PANEL PT = 4,829.93 fb MID-PANEL = 1,343.63 ni = 0.964 fa/Fa = 0.287 PANEL PT= 10,035.1 MID PAN EL= 0.3394 NO FILLERS UR= 79.38 ILonoMCHORDURz= 162.111 TCOAL!Ryy = 381.107 a:iAx BRIDGING CHECK TC= 14.80' BC: 20.74' MOMENT OF INERTIA= 212.4 LL 360= 134,7 LEN/360= 1.30" I ... ,..,. . .,. ....... CHORDS OVERSTRESSED·······~ ........ . rAXSHEARCK= ~6,255,80711 AT JOINT 10 .I I I I .................. OVERSlRESS IN DESIGN""*•••••• .. ••*•• I WEB DESIGN: 22KASPCL J31-12 RUN ON 7~25-12 FLOREXPO --CARLSBAD, CA •••• ADDED LOADS I TC=23=2X2X.148 BC=18=1-1/2X1-1/2X.145 -.,---WEB DESIGN •••••• I NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD 1 W2 95 1 9,184 16,398 0 6,504 2.1 7/8"ROD 2 W3 14 1 0 10,059 5,030 5,797 3.0 1-112 X 1-1/2 X .115 3 W4 08 1 5,128 8,029 0 3,067 3.8 1-1/4X1-1/4X.111 4 W5 14 1 0 10,059 4,744 5,197 2.8 1-112X:l-1/2X.115 15 W6 03 1 4,088 6,241 0 1,513 2.6 1 X 1 X.109 6 W7 14 1 0 10,059 3.432 5.197 2.1 1-1/2X1-1/.2X.115 7 W8 03 1 2;053 6,241 0 1,5)3 2.0 1 X 1 X .109 8 W9 08 1 0 8,029 2,053 3,067 2.0 1-1/4 X 1-1/4 X .111 19 W10 03 1 2,053 6,241 0 1,513 2.0 1 X 1 X.109 0 W11 08 1 0 8,029 2,053 3,067 2.0 1-1/4X 1-1/4X.111 1 W11 08 1 0 8,Q29 2,053 3,067 2.0 M/4X 1-1/4X.111 12 W10 03 1 2,053 6,241 0 1,513 2.0 1X1X.109 13 W9 08 1 0 8,029 2,053 3,067 2.0 M/4X1-1/4X.111 14 W8 03 1 2,541 6,241 0 1,513 2.0 1 X 1 X.109 5 W7 14 1 0 10;059 3,652 5,197 2.2 1-112X 1-1/2X.115 16 W6 03 1 4,247 6,241 0 1,513 2.7 1X1X .. 109 17 W5 14 1 0 10,059 4,843 5,197 2.9 1-112X 1~112X.115 18 W4 08 1 5,438 8,029 0 3,067 3.3 H/4X 1-1/4X.111 9W3 141 0 10,059 4,588 5,7972.7h1/2X1-1/2X.115 0 W2 95 1 7,633 16,398 0 6,504 2.0 7/8" ROD ·-·, STANDARD VERTICALS···· 21 SE 03 2 B O 12,483 5,410 9,434 3.4 1 X 1 X .109 12 V1 03 1 0 6,241 1,097 1,824 2.0 1 X 1 X..109 3 V2 03 1 0 6,241 524 3,324 2.0 1 X 1 X .109 OTAL WELD= 146 K = 1.00. M!N COMP= 0.00 I I I I I I I I I I I ANGLE NAME I Larry W. Lang, P.E. S1RE$SANALYSIS: 22KASPCL J31-13 FLOREXPO -CARLSBAD, CA-·· ADDEO LOADS RUN ON 'l-25-12 I BASE LENGTH WORKING LENGTH DEPTH 39-2 7/8 38-10 7/8 22 21.017 EFFDEPTH I BC PANLS LE= 2-8 9 BC PANELS AT 4-0 F,:(E= 2-8 TCPANLS LE= 1·8 ENDSTRUTTILTED RE= 1-0 FIRST HALF LE= 0-11 318 SPECIAL 1 ST COMP RE= 0-11 3/8 FlRST DIAG 1£= 3-7 3/8 RE= 3-7 3/8. I DEPTHS LE= 22.000 CENTERLINE= 22.000 RE= 22.000 PARTIAL UNIFORM LOAD OF 20 PLF FROM PAN PT 15 TO l7 I PT LOAD OF 320 LBS AT PANEL PT 15 27.62'LE 11.62'RE PTLOADOF 450LBSATPANELPT 17 31.62'LE 7.62'RE PT LOAD OF 450 LBS AT PANEL PT 18 33.62'LE 5.62'RE UNIFORM TC LOAD"' 196 UNIFORM BC LOAD= .O . REACTIONS R1-+4,075.73 R2= -+4,849.90 MIN SHR= 1,212.47 TL= 8,925.63 I -·-'-·--STRESS ANALYSIS ··-·-········ . NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -5,618 0 3,928 .6,855 1.745 36.68 0-2 TILTED END STRUT I v,s -5,425 0 338 -389 1.151 24:20 1-8 2 W3 -5,425 7,368 3,589 -4,081 -1.137 23.89 2-8 3 W4 -11,026 7,368 3,202 4,861 1.517 31.90 3-7 318 4 W5 -11,026 14-,235 2,810 -4,266 -1.517 31.90 5-7318 5 W6 -16,998 14,235 2,418 3,671 1.517 3:1.90 7, 7 3/8 I 6 W7 -16,998 19,312 2,026 ·3,076 -1.517 31.90 9-7 3/8 7 wa -21,119 19,312 1,634 2,481 1.517 31.90 11-7 3/8 8 W9 -21,179 22,599 1,242 -1,886 -1.517 31.90 13-73/8 9 W10 -23,570 22,599 850 1,840 1.517 31.90 15-7318 110 W11 -23,570 24,094 458 ·1,840 -1.517 31.90 17-73/8 11 W11 -24,171 24,094 66 1,840 1.517 31.90 19-73/8 12 W10 -24,171 23,800 -325 1,840 -1.517 31.90 21-7 3/8 13 W9 -22,981 23,800 -717 -1,840 1.517 31.90 23-7 3/8 14 W8 -22,981 21,714 -1,109 1,840 -1.517 31.90 25-73/8 115 W7 -19,612 21,714 -1,841 -2,794 1.517 31.90 27-7 3/8 · 16 W6 -19,612 17,016 -2,273 3,450 -1.517 31.90 29-7 3/8 · 17 ws -13,436 17,016 -3,135 -4,758 1.517 31.90 31-7'3/8 18 W4 -13,436 8,894 -3,977 6,036 -1.517 31.90 33-7 3/8 119 W3 -6,497 8,894 -4,429 -5,037 1.137 23.89 35-7 3/8 TILTED END STRUT V1S -6,820 8,894 338 -467 -1.382 29.0~ 38-2 7/8 20 W2 ·6,820 -0 -4,768 8,321 -1.745 36.68 36-63/4 ••••• STD VERTICALS----121 SE .SQ END 4,849 -4,849 1.000 21.01 22 V1 END PNL 338 ·467 1.382 29.05 23 V2 INTERtOR 842 ·842 1.000 21.01 MAX TC COMPRESSION= -24, 171.24 MAX BC TENSION= 24,094.83 I MAX INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48.00 I I I I I I I Larry W. Lang, P.E. MEMBER SIZES: 22KASPCL J31-13 RUN ON 7-25-12 FLOREXPO -CARLSBAD, CA --·• ADDED LOADS · 1 Fy = 50;000.000 Fb :. 30,000.000 BENDING LOAD -= 0.000 ASSUMED FORCE = 24, 171.245 OUTSIDE: DEPTH = 22.000 ASSUMED EFF DEPTH= 21.017 I BC = 18 AREA::: 0.4140 y(x) = 0.4280 Ryy = 1.0373 Rz = 0.2950 TC =23 AREA= 0.5700 Rx = 0.6230 Rz = 0.3960 Ryy = 1.2250 I y -0.5550 SI = 0.3981 Ss = 0.15.29 Os = 0.9128 · ACTUAL EFF DEPTH= 21,017 GAP BETWEEN CHORD= 1.000 -CORRECTED LOAD TC= 24,171.245 BC = .24,094.831 URx = 38.523 USING L = 24.00 L/Ryyo:: 29.386 USING L. = 36.00 LJRz = 30.303 USING L = 1.2.00 WITH FILLERS K., 1.00 I Fa= 23,982.TUSING LIR"' 38.52 F'e'" 100,624.73 Cm= 0.00000 MAX LOAD(FILLERS)= 27,613.75 MAX LOAD NO FILLER= 24,250.23 NO INTERIOR FILLERS REQUIRED . I TC (fa/Fa) .: 0.88408 USING TC= 23 = 2 X 2 X .148 MAX SHEAR CK= 10,7"64.03314 AT JOINT 11 BC STRESS = 29,100.03863 USING BC= 18-1-112X 1-1/2 X.145 MAX SHEARCK= 14,859.56217 AT JOINT 12 I END PANEL CHECK W-196 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH = 18.06 I AXIAL LOAD = 5,618.88 AXIAL STRESS fa = 4,928.84 Fa -20,802.18 F'e = 177,652.58 fb PANEL PT -2,.292.92 fb MID-PANEL = 454.01 Cm = 0.991 fa/Fa = 0.236 I PANEL PT= 7,221.7 MID PANEL"-0.2557 NO FILLERS LJR= 45.61 END PANEL CHECK ·= RIGHT END LENGTH = 10;00 AXIAL LOAD = 6,820.42 AXIAL STRESS fa = 5,982.83 Fa "' 22,879.71 F'e = 579,598.49 I fb PANEL PT = 3,694.06 fb MID-PANEL = 37,72 Cm ==-0.996 fa/Fa = 0.261 PANEL PT" 9,676.8 MIO PANEL= 0.2630 NO FILLERS UR= 25.25 I, FIRST PANE.L CHECK::: RIGHT END LENGTH = 31.44 AXlAL LOAD = 6,498.00 AXIAL STRESS fa ,. 5,700.00 Fa "' 18,101.44 F'e " 58,645.03 , fb PANEL PT = 3,879.77 fb MID-PANEL :: 1,079.31 Cm ==-0.961 fa/Fa = 0.314 ·1 PANEL PT= 9,57~.7 _ MID PANEL= 0.3558 NO FILLERS L/R= 79.38 BOTTOM·CHORDL/Rz= 162.711 TCOAL/Ryy = 381.107 MAX BRIDGING CHECK TC"' 14.80' BC= 20.74' I MOMENT OF INERTIA= 212.4 LL 360=: 134.7 LEN/360= 1.30" I I I I I I I WEB DESIGN: 22KASPCL J31-13 RUN ON 7·25-·12 FLOREXPO ·-CARLSBAD, CA----ADDED LOADS I TC=23=2X2X,148 BC= 18= 1-1/2X 1-1/2X.145 ---WEB DESIGN •••••• I NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD 1 W2 95 1 6,855 16,398 0 6,504 2.0 7/8" ROD 2W3 141 0 10,059 4,081 5,7972.41-1/2X1-1/2X.115 3 W4 08 1 4,861 8,029 0 3,067 3.0 1-1/4X 1-1/4X .111 4 WS 14 1 0 10,059 4,266 5,197 2.5 1-t/2X1-1/2X.115 I 5 W6 03 1 3,671 6,241 0 1,513 2.3 lX 1 X .109 6 W7 14 1 0 l0,059 3,076 5,197 2.0 1-1/2X1-1/2X.115 -· 7 W8 03 1 2,481 6,241 0 1,513 .2.0 1 X 1 X.109 8 W9 08 1 0 8,029 1,886 3,067 2.01-1/4X1-1/4X.111 9 W10 03 1 1,840 6,241 0 1,513 2.0 1 X1X.109 I. 10 W11 08 1 0 8,029 1,840 3,067 2.0 1-1/4X 1-1/4X.111 11 W11 08 1 1,840 8,029 0 3,067 2.0 1-1/4 X 1-1/4 X .111 12·W10031 1,840 6,241 0 1,5132.01X1X.109 13W9 081 0 8,029 1,840 3,0672,01-1/4X1-1/4X.111 ., 14 WB 03 1 1,840 6,241 0 1,513 2.0 1X1X.109 15 W7 14 1 0 10,059 2,794 5.197 2.0 1-1/2X 1-1/2X.115 16 W6 03 1 3,450 6,241 0 1,513 2.2 1X1X.109 17 WS 14 1 0 10,059 4,758 5,197 2.8 1-1/2X 1.1/2-X .115 18 W4 08 1 6,036 8,029 0 3;067 3.7 1-1/4X 1-1/4X.111 119 W3 14 1 0 10,059 5,037 5,797 3.0 1-1/2X1-1/2X.115 20 W2 95 1 8,321 16,398 0 6;504 2.0 7/8" ROD •••• STANDARD VERTICALS···· 21 SE 03 2 B O t2,483 4,849 9,434 3.0 1 X lX .109 122 V1 03 1 0 6,241 588 1,824 2.0 1 X 1 X . 109 23 V2 03 1 0 6,241 962 3,324 2.0 1 X 1 X . 109 TOTAL WELD== 138 K = 1.00 MIN COMP::: 0.00 I I I I I I I I I I I ANGLE NAME I Larry W. Lang, P.E. STRESS ANALYSIS: 22KASPCL J31-14. RUN ON 7-25-12 FLOR EXPO· CARLSBAD, CA···· ADDED LOADS I BASE LENGTH WORKING LENGTH DEPTH 39°2718 38-107/8 22 21.017 EFF DEPTH ·1 BC PAN LS LE= 2-8 9 BC PANELS AT 4-0 RE= 2-8 TCPANLS LE= 1-8 ENDSTRUTTILTED RE= 1·0 FIRST HALF LE-0-11 318 SPECIAL 1ST COMP RE= 0-113/8 FIRST DfAG LE= 3-7 3/8 RE= 3-7 3/8 I DEPTHS LE= 22.000 CENTERLINE= 22.000 RE-22.000 PT LOAD OF 320 LBS AT PANEL PT 15 27.62'LE 11.62'RE I UNIFORM TC LOAD= 196 UNIFORM BC LOAD= 0 REACTIONS R1= +3,907.01 R2--t-4,038.61 MIN SHR= 1,009.65 TL.= 7,945.63 · STRESS ANALYSIS -------···- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -5,377 0 3,759 6,561 1.745 36.68 0-2 I TILTED END STRUT V1S -5,184 0 338 -389 1.151 24.20 1-8 2 W3 -5,184 7,035 3,421 -3,890 ·1.137 23.89 2-8 3 W4 -10,500 7,035 3;034 4,605 1.517 31.90 3-7 3/8 14 W5 -10,500 13,517 2,642 ·4,010 -1.517 31.90 5-73/8 5 W6 -16,087 13,517 2,250 3,415 1.517 31.90 7-7318 6 W7 -16,087 18,209 1.858 -2,820 -1.517 31.90 9-7 318 7 W8 -19,883 18,209 1,466 2,225 1,517 31.90 11-7 3/8 18 W9 -19,883 21,110 1,074 -1,630 -1.517 31.90 13-73/8 9 W10 -21,889 21,110 682 1.532 1.517 31.90 15-7'3/8 10 Wi1 -21,889 22,220 290 -1,532 -1.517 31.90 17-7 3/8 11 W11 -22, 104 22,220 . -10·1 -1,532 1 .517 31.90 19-7 3/8 12W10 -22,104 21,540 -493 1,532-1.51731.9021-73/8 113 W9 ~20,529 21,540 -885 -1,532 1.517 31.90 23-7 3/8 14 W8 -20,529 19,070 -1,277 1,939 -1.517 31.90 25· 7'3/8 15 W7 -16,797 19,070 -1,989 -3,020 1.517 31.90 27-73/8 16 W6 ~16,797 14,078 -2,381 3,615 -1.517 31.90 29-7 3/8 17 W5 -10,910 14,078 -2,773 -4,210 1.517 31.90 31-7'3/8 118 W4 -10,910 7,295 -3,165 4,805 -1.5:1.7 31.90 33-73/8 19 W3 -5,336 7,295 -3,618 -4, 114 1.137 23.89 35-7 3/8 TllTED ENDSTRUT V1S -5,659 7,295 338 -467 -U82 29.05 38-2 718 120 W2 ~5,659 -0 -3,956 6,906 • 1.745 36.68 36-6 3/4 ••••• STD VERTICALS·-··· 21 SE SQEND 4,038 -4,038 1.000 21.01 22 V1 END PNL 338 -467 1.382 29.05 23 V2 INTERIOR 392 -392 1.000 21.01 I MAX TC COMPRESSION= -22, 104.65 MAX BC TENSION= 22,220.90 MAX INT TC PANEL LENGTH = .24.00 MAX INT BC PANEL LENGTH= 48.00 I I I I I I I I Larry W. Lang, P.E. MEMBER SIZES: 22KASPCL J31-14 RUN ON 7-25-12 I FLOREXPO -CARLSBAD, CA ---ADDED LOADS Fy = 5Q,000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE = 22,104.654 OUTSIDE DEPTH = 22.000 ASSUMED EFF DEPTH= 21.017 I BC -18 AREA= 0.4140 y(x) = 0.4280 Ryy = 1.0373 R.z = 0.2950 TC =23 AREA= 0.5700 Rx = 0.6230 Rz :::: 0.3960 Ryy = 1 .2250 I y = 0.5550 Sl = 0:3981 Ss = 0.1529 Qs = 0.9128 ACTUAL EFF DEPTH = 21.017 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD tc= 22,104.654 ac = 22,220.902 L/Rx = 38.523 USING L = 24.00 L/Ryy= 29.385 USING L = 36.00 URz = 30.303 USlNG L = 12.00 WITH FILLERS K= 1.00 I Fa= 23,982.7 USING L/R= 38.52 F'e= 100,624.73 Cmi.: 0.00000 MAX LOAD (FILLERS)= 27,613.75 MAX LOAD NO FILLER= 24,250.23 NO INTERIOR FILLERS REQUIRED I-TC (fa/Fa) .., 0.80849 USING TC:ea 23 = 2 X 2 X .148 . MAX SHEAR CK= 9,893.53044 AT JOINT 11 BC STRESS -26,836.83883 USING BC= 18 = 1-1/2 X 1-1/2 X .145 MAX SHEAR CK= 13,547.86802 AT JOINT 12 I END PANEL CHECK W= 1'96 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK :: LEFT END LENGTH = 18.06 I AXIAL LOAD = 5,377.55 AXIAL STRESS fa = 4,717.15 Fa = 20,802.18 F'e = 177,652.58 fb PANEL PT = 2,292.92 fb MID-PANEL "' 454.01 Cm = 0.992 fa/Fa = 0.226 I PANEL PT= 7,010.0 MID PANEL= 0.2455 NO FILLERS L/R= 45.61 END PANEL CHECK = RlGHT END LENGTH = 10.00 AXIAL LOAD = 5,659.97 AXIAL STRESS fa = 4,964.88 Fa = 22,879.71 F'e = 579,598.49 I fb PANEL PT ::: 3,694.06 fb MID-PANEL = 37.72 · Cm == 0.997 fa/Fa = 0.216 PANEL PT-8,658.9 MfD PANEL= 0.2185 NO FILLERS UR" 25.25 I FIRST PANEL CHECK= RrGHT END LENGTH = 3J.44 AXIAL LOAD = 5,337.00 AXIAL STRESS fa = 4,681.57 Fa = 18,101.44 F'e = 58,645.03 fb PANEL PT :: 3,879.77 fp MID-PANEL = 1,079.31 Cm = 0.968 fa/Fa == o.2sa I PANEL PT= 8,561.3 MID PANEL;; 0.3000 NO FILLERS UR= 79.38 BOTTOM CHORD L/Rz= 162.711 TC OAURyy z 381.107 MAX BRIDGING CHECK TC= 14.80' BC= 20.74' I MOMENT OF INERTIA= .212.4 LL 360=: 134.7 LEN/360= 1.30" I I I I I I I WEB DESIGN: 22KASPCL J31-14 RUN ON 7-25-12 FLOREXPO • CARLSBAD, CA ---ADDED LOADS I TC= 23-= 2 X 2 X .148 BC= 18-= 1-112 X 1-1/2 X .145 •••••• WEB DESIGN ---··· NUMBER SIZE QTY ACTUAL T ALLOWT ACTUAL C ALLOW C WELD ANGLE NAME I 1 W2 95 1 6,561 16,398 O 6,504 2,0 7/8" ROD 2 W3 14 ·l O 10,059 3,890 5,797 2.3 1-1/2X1,1/2X..115 3 W4 08 1 4,605 8,029 0 3,067 2.8 1-1/4 X 1-1/4 X .111 4 W5 14 1 0 10,059 4,010 5, 197 2.4 1-1/2 ~ 1-1/2 X .115 I 5 W6 03 1 3,415 6,241 0 1,513 2.2 1 X 1 X..109 . 6 W7 14 1 0 10,059 2,820 5,197 2.0 1-:f/2X 1-1/2 X .115 . 7 W8 03 1 2,225 6,241 0 1,513 2.0 1 X 1 X .109 S W9 08 1 0 8,029 1,630 3,067 2.0 1-1/4 X 1-1/4 X .111 9W1003i 1,532 6,241 0 1,5132.01X1X.109 110 wn oa 1 o a,029 1,532 3;057 2.0 1.1I4x 1-1I4x.111 11W11081 0 8,()29 1,532 3,0672.01-1/4X1-1/4X.111 12 W10 03 1 1,532 6,241 0 1,513 2.0 1X1X.109 13 W9 08 1 0 8,029 1,532 3,067.2.0 1-1/4X1-1/4X.111 114 WS 03 1 1,939 6,241 0 1,513 2.0 1 X 1 X .109 • 15 W7 14 1 0 10.059 3,020 5,197 2.0 1-112X1-1/2X.115 16 W6 03 1 3,615 6,241 0 1,513 2.3 1 X 1 X.109 17 W5 14 1 0 10,059 4,210 5,197 2.5 1-1/2 X 1-1/2 X .115 1B W4 08 1 4,805 8,029 0 3,067 3.0 1-1/4X1-114X.111 · 119 W3 14 1 O 10,059 4,114 5,797 2.5 1-1/2X 1-1/2X.115 20 W2 95 1 6,906 16,398 0 6,504 2.0 7/8" ROD ·--STANDARD VERTICALS -- 21 SE 03 2 B O 12,483 4,038 9,434 2.5 1 X 1 X .109. 122 V1 03 1 0 6,241 578 1,824 2.0 1 X 1 X .109 23 V2 03 1 0 6,241 502 3,324 2.0 1 X 1 X. 109 TOiAL WELD= 136 K = 1.00 MIN COMP= 0.00 I I I I I I I I I I I I. LarryW. Lang, P.E. STRESS ANALYSIS: 22KASPCL J31-15 FLOREXPO -CARLSBAD, CA ----ADDEO LOADS RUN ON 7-2~-12 I BASE LENGTH WORKING LENGTH DEPTH 39-2 718 38-10 7/8 22 21.017 EFF DEPTH BC PANLS LE= 2-8 9 BC PANELS AT 4-0 RE= 2-8 I TC PANLS !.E"' 1-8 END SiRl:JT TILTED RE= 1-0 FIRST HALF LE= 0-113/8 SPECIAL 1STCOMP RE= 0-113/8 FIRST DIAG LE"' J. 7 3/8 RE= 3-7 3/8 I DEPTHS LE"' 22.000 CENTERLINE= 22.000 RE= 7,2.000 PARTIAL UNIFORM LOAD OF 48 PLF FROM PAN PT 1 TO 13 I PART!AL UNIFORM LOAD OF 20 PLF FROM PAN PT 11 TO 15 PT LOAD OF 300 LBS AT PANEL PT 9 15.62'LE 23.62'RE PT LOAD OF 300 LBS AT PANEL PT 11 19'.62'LE 19.62'RE P"l"LOAD OF 320 LBS AT PANEL PT 15 27 .62'LE 11.62'RE UNJFORM TC LOAD= 196 UNIFORM BC LOAD= 0 I REACTIONS R1= +5,087.85 R2= +4,743.53 MIN SHR= 1,271.96 TL= 9,831.38 ----···---·-STRESS ANALYSIS --- NO MEM TC F BC F SHEAR WES F CSC WEB L PP DISTANCE 1 W2 -7,014 0 4,904 8,559 1. 745 36.68 0-2 TILTED END STRUT I V1S ·6,774 0 421 -485 1.151 24.20 1-8 2 W3 -6,774 9,200 4,482 -5,097 -1.137 23.89 2-8 3 W4 -13,769 9,200 4,001 6,073 1.517 31.90 3. 7 3/8 4 ws -13,769 17,781 3,513 -5,332 -1.517 31.90 5-73/8 I 5 W6 -21,236 17,781 3,025 4,592 1.5t7 31.90 7-7 3/8 6 W7 -21,236 24,133 2,537 -3,851 -1.517 31.90 9-73/8 7 ws -26,474 24,13 2,049 3,110 1.517 31.90 11-73/8 8 W9 -26,47J8,256 1,561 -2,369 -1.517 31.90 13-73/8 I 9 W10 -29,.139 28,256 773 1,930 1.517 31.90 15-73/8 10 W11 -29,13 29,465 )285 -1,930 -1.517 31.90 17-73/8 11 W1i -28,86 29,465 -522 -1,930 1.517 31.90 19-7 318 12 W10 -28,86 27,669 -1.050 1,930 -1.517 31.90 21-7318 13 W9 -25,92 27,66 -1,530 -2,323 1.517 31.90 23· 7 3/8 114 W8 -25,921 .23,679 -1,962 2,979 -1.517 31.90 25-73/8 15 W7 -20,602 23,679 -2,694 -4,090 1.517 31.90 27-7 3/8 16 W6 -20,602 17,077 -3,086 4,685 -1.517 3-1.90 29-7 3/8 17 W5 -13,105 17,077 -3,478 -5,280 1.517 31.90 31-73/8 ·118 W4 -13,105 8,685 -3,870 5,875 -1.517 31.90 33-73/8 19 W3 -6.345 8,685 -4,323 -4,916 1.137 23.89 35-7 3/8 TILTED END STRUT V1 S -6,668 8.685 338 -467 -1.382 29.05 38-2 7/8 20W2 -6,668 -0 -4,661 8,136-1.74536.6836-63/4 I ----STD VERTICALS --0- 21 SE SQ END 5,087 -5,087 1.000 .21.01 22 V1 END PNL 338 -485 1.382 29.05 23 V2 INTERIOR 392 · -392 1.000 21.01 I MAX TC COMPRESSION= -29, 139.98 MAX BC TENSION= 29,465.76 MAX INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH -48:00 I I I I I I Larry W. Lang,P.E. MEMBER SIZES: 22KASPCL J31-15 RUN ON 7-25-12 I FLOREXPO -CARLSBAD, CA ··--ADDED LOADS Fy = 50,000.000 Fb = 30,000.000 BEN[JING LOAD = 0.000 A.SSUMED FORCE = 29,139,988 OUTSIDE DEPTH = 22.000 ASSUMED EFF DEPTH= 21.017 I BC =18 AREA= 0.4140 y(x} = 0.4280 Ryy = 1.0373 Rz = 0.2950 . TC = 23 ARE.A= 0.5700 Rx = 0.6230 Rz = 0.3960 Ryy = 1.2250 I y = 0.5550 Sf = 0.3981 Ss = 0.1529 Os = 0.9128 ACTUAL EFF DEPTH -21.017 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 29,139.988 BC . ::: 29,465.767 L/Rx = 38.523 USING L = 24.00 LlRyy= 29.386 USING L = 36.00 URz = 30.303 USING L = 12.00 WITH FILLERS K::a 1 ,00 I Fa= 23,982.7 USING UR-38.52 F'e= 100,624.73 Cm= 0.00000 MAX LOAD (FILLERS)= 27,613.75 MAX LOAD NO FILLER= 24,250.23 FILLER PANELS REQD = 8 MlN WELD LEN 2X = 0.375 I TC (f~/Fa) = 1.06582 USING TC= 23 = 2 X 2 X .148 MAX SHEAR CK= 13, 100.37068 AT JOINT 11 ----A BC STRESS = 35,586.67514 USING BC= 18 = 1-1/2 X 1-1/2 X, 145 I •••*'CHORDS OVERSTR!::SSED .. ••••••••••••** MAX SHEAR CK= 17,836.95236 AT JOINT 10 I. END PANEL CHECK W= 196 ENDPANELALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH -18.06 AXIAL LOAD = 7,014.93 AXIAL STRESS fa = 6,153.45 I. Fa. = 20,802.18 F'e = 177,652.58 fb PANEL PT ::; 2,292.92 fb MID-PANEL = 454.01 Cm = 0.989 fa/Fa = 0.295 PANEL PT= 8,446.3 MID PANEL= 0.3146 NO FILLERS L/R= 45.6:1 I END PANEL CHECK = RIGHT END LENGTH = 10.00 AXIAL l.:OAD =-6,668.27 AXIAL STRESS fa = 5,849.36 Fa = 22,879.71 F'e = 579,598.49 fb-PANEL PT = 3,694.06 fb MID-PANEL = 37.72 Cm = 0.996 fa/Fa -0.255 I PANEL PT= 9,543.4 MID PANEL= 0.2571 NO FILLERS UR-= 25.25 FIRST PANEL CHECK= RIGHT END LENGTH = 31.44 AXIAL LOAD = 6,346.00 AXIAL STRESS fa = 5,566.66 I Fa = 18,101.44 F'e = 58,645.03 fb PANEL PT = 3,879.77 fb MID-PANEL = 1,079.31 Cm = 0.962 fa/Fa = 0.307 PANEL PT= 9,446.4 MID PANEL= 0.3494 NO FILLER$ L/R= 79,38 I BOTTOM CHORD L/Rz= 162.711 TC OAL/Ryy = 381.107 MAX BRIDGING CHECK TC.: 14.80' BC= 20.74' MOMENT OF INERTIA= 212.4 LL 360= 134,7 LEN/360= 1.30" I ••••••••••••••••CHORDS OVERSTRESSED*** .. •••• ....... I MAX SHEAR CK-17,836.95236 AT JOINT 10 ................ OVERSTRESS IN DESlGN•••• .. , ........ . I I I I B I WEB DESIGN: 22KASPCL J31-15 RUN ON 7-25-12 FLOR[:XPO-CARLSBAD, CA···· ADDED LOADS I TC= 23 = 2 X 2 X .148 BC= 18--1-1/2 X 1-112 X .145 -----WEB DESIGN --··· I NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD ANGLE NAME 1 W2 95 1 8,559 16,398 0 6,504 2.0 7/8" ROD 2 W3 14 1 0 10,059 5,097 5,797 3.0 M/2X 1.1/2X.115 3 W4 08 t 6,073 8,029 0 3,067 3.7 1-114 X 1-1/4X .111 4 W5 14 1 0 10;059 5,332 5,197 3.2 1-1/2 X 1-1/2 X .. 115 I .... ABOVE WEB OVERSTRESSED·--· 135 LBS 4.1 % 0 Jc;_ 5 W6 031 4,592 6,241 0 1,513 2.9 1X1X.109 6 W7 14 1 0 10,059 3,851 5,197 2.3 1·1/2X l-1/2X.115 7 W8 03 1 3,110 6,241 0 1,513 2.0 1 X 1 X.109 8 W9 08 1 0 8,029 2,369 3,067 2.0 1-1/4 X 1-1/4X .111 I 9 W10 03 1 1,930 6,241 0 1,513 2.0 1X1X.109 10 W11 08 T 0 8,029 1,930 3,067 2.0 1-114X H/4X.111 11W11081 0 8,029 1,930 3,0672.01·1/4X1-1/4X.111 12 W10 03 1 1,930 6,241 0 1,513 2.0 1 X 1 X .. 109 1 13 W9 08 1 0 8,029 2,323 3,067 2.0 1-1/4X 1-1/4X .111 14 W8 03 1 2,979 6,241 0 1,513 2.0 1X1X.i09 15 W7 14 1 0 10,059 4,090 5,197 2.4 1·112X 1-1/2X.115 16 W6 03 1 4,685 6,241 0 1,513 2.9 1 X 1 X.109 1 17 WS 14 1 0 10,059 5,280 5,197 3. 1 1-1/2 X 1-1/2 X .115 •••• ABOVE WEB OVERSTRESSED*•'° 82 LBS 3 % -------0 lc; 18 W4 08 1 5,875 8,029 0 3,067 3.6 1-1l4X t-1/4X.111 19 W3 14 1 0 10,059 4,916 5,797 2:9 1-1/2X 1-1/2 X .115 20 W2 95 1 8,136 16,398 0 6,504 2.0 7/8" ROD I ----STANDARD VERTICALS---- 21 SE 03 2 B 0 12,483 5,087 9,434 3.2 1 X 1 X .109 22 Vl 03 1 0 6,241 630 1,824 2.0 1 X 1 X . 109 23 V2 03 1 0 6,241 537 3,324 2.0 1 X 1 X.109 I TOTAL WELD= 148 K = 1.00 MIN COMP= 0.00 I I I .1 I I I I I I I Larry W. Lang, P.E. STRESS ANALYSIS: 22KASPCL J31-16 FLOREXPO • CARLSBAD, CA ---ADDED LOADS RUN ON 7-25-12 I BASE LENGTH WORKING LENGTH DEPTH 39. 2 7/8 38-10 718 22 21.017 EfF DEPTH BC PANLS LE= 2-8 9 BC PANELS AT 4-0 RE= 2-8 I TCPANLS LE-= 1-8 ENDSTRUTTILTED RE= 1-0 FIRST HALF LE= 0-11 3/8 SPECIAL 1 ST COMP RE= 0-11 3/8 FIRST OIAG LE= 3-7 3/8 RE= 3-7 3/8 I DEPTHS LE= 22.000 CENTERUNE= 22.000 RE= 22.000 PARTIAL UNIFORM LOAD OF 20 PLF FROM PAN' PT 11 TO 15 PT LOAD OF 300 LBS AT PANEL PT 9 15.62'LE 23.62'RE I PT LOAD OF 300 LBS AT PANEL PT 11 19.62'LE 19.62'RE PT LOAD OF 320 LBS AT PANEL PT 15 27.62'LE · 11.62'RE UNIFORM TC LOAD-= 196 UNIFORM BC LOAD= 0 REACTIONS R1= +4,301.41 R2=-+4,404.22 MIN SHR= 1, 101:05 TL= 8,705.63 I ----~ ..... STRESS ANALYSIS - NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE · 1 W2 -5,941 0 4,153 7,249 1.745 36.68 0-2 TILTED END STRUT V1S -5,748 0 338 -389 1.151 24.20 1-8 I 2 W3 -5,748 7,813 3,815 -4,338 -1.137 23.89 2~8 3 W4 -11,728 7,813 3,428 5,204 1.517 31.90 3-73/8 4 W5 .:11,728 15,196 3,036 -4,609 -1.517 31.90 5-7 3/8. 5 W6 -18,216 15,196 2,644 4,014 1.517 31.90 7-7318 I 6 W7 ·18,216 20,788 2,252 -3,419 -1.517 31.90 9-73/8 7 W8 °22,913 20,788 1,860 2,824 1,517 31.90 l1-73/8 8 W9 -22,913 24,590 1,468 -2,229 -1.517 31.90 13-7 3/8 9W10 -25,477 24,590 776 1,671 1.517 31.90 15-73/8 110 W11 -25,477 25,916 384 -1,671 -1.517 31.90 17· 7 3/8 11 W11 -25,542 25,916 -327 -1,671 1.517 31.90 19-73/8 1,2 W10 -25,542 24,675 -759 1,671 -1.517 31.90 21-7 3/8 13 W9 -23,314 24,675 -1,191 -1,808 1.517 31.90 23-7 3/8 14 W8 -23,314 21,460 • 1,623 2,464 -U 17 31.90 25-7 3/8 115 W7 -18,771 21,4(>0 -2,355 -3,575 1.517 31.90 27-73/8 16 W6 -18,771 15,633 -2,747 4,170 -1.517 31.90 29-7 3/8' l7 W5 -12,048 15,633 -3,139 -4,765 1.517 31.90 31-7 3/8 18 W4 -12,048 8,016 -3,531 5,360 -1.517 31.90 33-7 3/8 119 W3 -5,859 8,016 -3,984 -4,530 1.137 23.89 35· 7 3/8 TILTED END STRUT V1 S ~6. 182 8,016 338 -467 -1.382 29.05 38-2 7/8 20 W2 -6,182 .·O -4,322 7,544 -1.745 36.68 36-63/4 . ----STD VERTICALS ··-121 SE SQ END 4,404 -4,404 1.000 21.01 22 V1 END PNL 338 -467 1.382 29,05 23 V2 INTERIOR 392 -3.92 1.000 21.01 MAX TC COMPRESSION= -25,542.42 MAX BC TENSION-25,916.30 I MAX INT TC PANEL LENGTH-= 24.00 MAX INT BC PANEL LENGTH"' 48.00 I I I I I I I Larry W. Lang, P.E. MEMBER SIZES: 22KASPCL J31-16 RUN ON 7-25-·12 I FLOREXPO -CARLSBAD, CA---ADDED LOADS Fy = 50,000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE =-25,542.428 I. OUTSIDE DEPTH = 22.000 ASSUMED EFF DEPTH= 21.017 BC =18 · . AREA= 0.4140 y(x) = 0.4280 Ryy = 1.0373 Rz = 0.2950 TC =23 AREA= 0:5700 Rx = 0.6230 Rz -0.3960 Ryy = 1.2250 I y = 0.5550 s1 = o.~981 ss = 0.1529 Qs = 0.9128 ACTUAL EFF DEPTH= 21.017 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 25,542.428 BC = 25,916.303 URx = 38.523 USING L = 24.00 L/Ryy= 29.386 USING L = 36.00 L/Rz = 30.303 USING L = 12,00 WITH Fl LLERS K= 1.00 I Fa= 23,982.7 USING UR= 38,52 F'e: 100,624.73 Cm= 0.00000 MAX LOAD (FILLERS)= 27,613.75 MAX LOAD NO FILLER= 24,250.23 Fill.ER PANELS REQb = 4 MIN WELD LEN 2X -0.375 I TC {fa/Fa) = 0.93423 USING TC= 23 = 2 X 2 X, 148 MAXSHEARCK= 11,517,8104:2AT JOINT11 BC STRESS = 31,299.88393 USING BCo: 18 = 1-1/2 X 1-1/2 X .145 •••••••• .. •••••••CHORDS OVERSTRESSED ............... .. I MAXSHEARCK= 15.630.20246A"FJOINT12 I END PANEL CH!::CK W= 196 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH = 18.06 AXIAL LOAD = 5,941.69 AXIAL STRESS fa = 5,212.00 I Fa = 20,802.18 F'e = 177,652.58 fb PANEL PT = 2,292.92 fb MID-PANEL = 454.01 Cm = 0.991 fa/Fa = 0.250 PANEL PT= 7,504:9 MID PANEL= 0.2693 NO FILLERS L/R= 45.61 I END PANEL CHECK =· RIGHT END LENGTH =-10.00 AXfAL LOAD = 6,182.93 AXIAL STRESS fa = 5,423.62 P:a = 22,879.71 F'e = 579,598.49 fb PANEL PT = 3,694.06 fb Ml D-PANEL = 37. 72 PANEL PT= 9.117.6 MID PANEL= 0.2385 NO FILLERS UR= 25.25 I Cm "' 0.997 fa/Fa = 0.237 FIRST:PANEL CHECK.= RIGHT END LENGTH =-31.44 AXIAL LOAD = 5,860.00 A~IAL STRESS fa = 5,140.35 I Fa = 18,101.44· F'e = 58,645.03 fbPANELPT ;; 3,879.77 fbMID-PANEL = 1,079.31 Cm = 0.964 fa/Fa = 0.283 PANEL PT= 9,020.1 MID PANEL= Q.3256 NO FILLERS UR=-79.38 I BOTTOM CHORD L/Rz= 162.711 TC OAURyy ::: 381.107 MAX BRIDGING CHECK TC= 14,80' BC:;,: 20.74' MOMENT OF INERTIA=-212.4 LL 360= 134.7 LEN/360= 1.30• I ................. CHORDS OVERSTRESSED**** ........ ,.. .. . I MAXSHEARCK== 15,6J0.20246ATJOrNT 12 . • .. , ............ OVERSTRESS IN DESIGN**••••..,.•--•••••• I I I I ---OJ~ I WEB DESIGN:22KASPCL J31-16 RUN ON 7-25-12 FLOREXPO • CARLSBAD, CA --ADDED LOADS I TC= 23 = 2 X 2 X .148 BC"' 18,.. 1-112 X 1-1/2 X .145 ···--WEB DESIGN •••••• I NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD 1 w2· 95 1 7,249 16,398 0 6,504 2.0 7/8" ROD 2 W3 14 1 0 10,059 4,338 5,797 2.6 1-1/2 X 1-1/2 X .115 3 W4 08 1 5,204 8,029 0 3,067 3.2 1-1/4X 1-1/4X.111 1 4 W5 14 1 0 '10,059 4,609 5,197 2.7 1-1/2X1-1/2X.115 5 WS 03 1 4,014 6,241 0 1,513 2,5 1 X 1 X .109 6 W7 14 1 0 10,059 3,419 5,197 2.1 1-1/2X 1-1/2X .115 7 W8 03 1 2,824 6,241 · 0 1,513 2.0 1 X 1 X .109 8W9 081 0 8,029 2,229 3,0672.01-1/4X1-1/4X.111 I 9 W10 03 1 1,671 6,241 0 1,513 2.0 1 X 1 X.109 . 10 W11 08 1 D 8,029 1,671 3,067 2.0 1-114 X 1-1/4 X .111 11 W~1081 0 8,029 1,671 3,067.2,0 1-1/4X1-1/4X.111 12 W10 031 1,671 6,241 0 1,513 2.0 1X1X.109 13 W9 08 1 0 8,029 1,808 3,067 2.0 1-1/4X 1-t/4X.111 114 W8 03 1 2,464 6,241 0 1,513 2.0 1 X 1 X.109 rn W7 14 1 0 10,059 3,575 5,197 2.1 1·1/2X 1-1/2X.115 16W6 031 4,170 6,241 0 1,5132,61X1X.109 17W5 141 0 10,059 4,765 5,1972.81-1/2X1-1/2X.115 118 W4 08 1 5,360 8,029 0 3,067 3.3 1*1/4 X 1-1/4 X .111 · 19 W3 14 1 0 10;059 4,530 5,797 2 . .7 1-1/2X 1-1/2X.l15 20 W2 95 1 7,544 16,398 0 6,504 2.0 7/8" ROD •••• STANDARD VERTICALS- 21 SE 03 2 B O 12,483 4,404 . 9,434 2.8 1 X 1 X .109 122 V1 03 1 0 6,241 595 1,824 2.0 1 X 1 X .109 23 V2 03 1 0 6,241 519 ~.324 2.0 1 X 1 X .109 TOTAL WELD= 142 K-= 1.00 MINCOMP= 0.00 I I I I I I I I I I I ANGLE NAME ILarry W. Lang, P.E. STRESS ANALYSIS: 22KASPCL J32, 10 FLOREXPO • CARLSBAD, CA···· ADDED LOADS RUN ON 7-25-12 IBASE LENGTH WORKING LENGTH DEPTH 39-23/8 38-103/8 22 21.021 Ef.F DEPTH IBC PANLS LE= 2-8 9 BC PANELS AT 4-0 RE= 2-8 TC PAN LS LE= 1-8 ENO STRUT TILTED RE= 1-0 FIRST HALF LE"' 0-111/8 -SPECIAL 1ST COMP RE=-0-H 1/8 FIRST DIAG LE= 3-7 1/8 . RE= 3-7 1/8 IDEPTHS LE;;; 22.000 CENTERLINE= 22.000 RE= 22.000 PARTIAL UNIFORM LOAD OF 20 PLF FROM PAN PT 15 TO 17 IPT LOADOF 320 LBS AT PANEL PT 15 27.60'LE 11.60'RE PT LOAD OF 450 LBS AT PANEL PT 17 31.60'LE 7.60'RE PT LOAD OF 450 LBS AT PANEL PT 18 33.60'LE 5.B0'RE UN!FORM TC LOAD= 196 UNIFORM BC LOAD= 0 IREACTIONSR1= +4,071.23 R2-+4,846.23 MINSHR"' 1,211.56 TL-= 8,917.46 ----STRESS ANAL YSlS ··-········· NO MEM TC F BC F SHEAR WEB F CSC WEB L. PP DISTANCE 1 W'2 -5,611 0 3,923 6,847 1.745 36.68 0-2 TILTED END STRUT I V1S -5,419 0 336 -387 1.151 24.20 1·8 2 W3 -~1419 7,317 3,587 -4,058 -1.131 23.78 2-8 3 W4 ·1.0,974 7,317 3,202 4,860 1.517 31.90 3-7118 4 W5 -10,974 14,183 2,810 -4,265 -1.517 31.90 5-71/8 15 W6 -16,944 14,183 2,418 3,670 1.517 31.90 7-71/8 6 W7 -16,944 19,257 2,026 -3,075 ·1.517 31.90 9-71/8 7 WB -21,124 19,257 1,634 2,480 1.517 31.90 11-71/8 8 W9 -21,124 22,542 1,242 -1,885 -t.517 31.90 13-71/8 9 W10 -23,513 22,542 850 1,838 1.517 31.90 15-71/8 110 W11 -23,513 24,037 4.58 -1,838 -1.517 31.90 17-71/8 11 W11 -24,113 24,037 66 1,838 1.517 31,90 19-71/8 12 W10 ~24,113 23,741 -325 1,838 -1.517 31.90 21-71/8 13 W9 ,22,922 23;741 -717 -1,838 1.517 31.90 23-71/8 114 W8 -22,922 21,655 -1,109 1,838 -1.517 31.90 25-71/8 15 W7 -19,553 21,655 -1,841 -2,794 1.517 31.90 27-71/8 16 W6 -19,553 16,957 -2,273 3,450 -1.517 31.90 29-71/8 17 ws -13,377 16,957 -3,135 -4,758 1.517 31.90 31-71/8 18 W4 -13,377 8,836 -3,977 6,036 -1.517 31.90 33-71/8 119 W3 -6,492 8,836 -4,428 -5,010 1.131 23.78 35-71/8 TILTED END STRUT V1S -6,813 8,836 336 -464 -1.382 29.05 38-2 3/8 20 W2 -6,813 -0 -4,764 8,314 -1.745 36.68 35-6 1/4 I ..... STD VERTICALS---- 21 SE SQ END 4,846 -4.846 1.000 21.02 22 V1 END PNL 336 -464 1,382 29,05 23 V2 INTERIOR 842 -842 1.000 21.02 MAX TC COMPRESSION=-24,113.12 MAX BC TENSION"' 24,037.19 IMAX INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH = 48.00 I I I I I I I Larry w. Lang, P:E. MEMBER SIZES: 22KASPCL J32-10 IFLOREXPO -CARLSBAD. CA ----ADD!:!) LOADS Fy = 50,000.000 Fb = 30,000.000 RUN ON 7-25-12 BENDING LOAD = 0.000 ASSUMED FORCE = 24,113.120 IOUTSIOE DEPTH = 22.000 ASSUMED EFF DEPTH= 21.021 BC = 18 . AREA= 0.4140 y()() = 0.4280 Ryy = 1.0373 Rz = 0.2950 TC =22 AREA= 0:5290 Rx = 0.6240 Rz :::: 0:3970 Ryy = 1.22:,12 l y = 0.5510 S! = 0.3738 Ss = 0.1421 Os = 0.8785 ACTUAL E:FF DEPTH= 2·1.021 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 24,113.120 BC = 24,037.195 URx = 38)161 USING L = 24.00 L/Ryy= 29.452USING L =-36.00 IL/Rz = 30.226 USING L = 12.00 WITH FILLERS K= 1.00 Fa:::: 23,171.0 USING l/R;: 38.46 F'e= 100,948.03 Cm= 0.00000 MAX LOAD (FILLERS}= 24,760.15 MAX LOAD NO FILLER;: 21,854.67 FILLER PANELS REQD = 8 MIN WELD LEN 2X = Q.375 ITC (fa/Fa) = 0.98360 US1NG TC= 22 = 2 X 2 X .137 MAX SHEAR CK= 11,572.59238 AT JOINT 11 . BC STRESS = 29,030.4296-1 USING BC= 18.:: 1-1/2 X 1-1/2 X .145 MAX SHEAR CK= 14,824.72878 AT JOlNT 12 I END PANEL CHECK W-196 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEH END LENGTH -18.06 IAXIAL LOAD = 5,611..37 AXIAL STRESS fl;! = 5,303.76 Fa = 20,127.95 F'e = 178,223.35 fb PANEL PT = 2.428.73 fb MID-PANEL = 488,89 Cm == 0.991 fa/Fa· = 0.263 I-PANEL PT= 7,732.4 MID PANEL= 0.2845 NQ FILLERS UR= 45.49 END PANEL CHECK -= RIGHT END LENGTH = 10.00 AXIAL LOAD :.: 6,813.88 AXIAL STRESS fa = -6,440.34 Fa -= 22,066.23 F'e = 581,460:65 l fb PANEL PT -= 3,901.63 fb MID-PANEL = 35.07 Cm .: 0.996 fa/Fa = 0.291 PANEL PT= 10,341.9 MID PANEL'= 0.2933 NO FILLERS L/R-25.18 I F!RST PANEL CHECK "' RIGHT END LENGTH = 31.19 AXIAL LOAD = l},493.00 AXIAL STRESS fa = 6,137.05 Fa :::: 17,795.51 F'e = 59,780.45 fb PANEL PT = 4,123.55 fb MID-PANEL .::: 1,130, 15 Cm = 0.958 fa/Fa = 0.344 I PANEL PT= 10,260.6 Ml D PANEL= 0.3906 NO FILLERS L/R= 78.55 BOTTOM CHORD L/Rz= 162.711 TC OAL/Ryy = 38-1:555 MAX BRIDGING CHECK TC= 14.76' BC= 20.74' I MOMENT OF tNERTIA=-205.8 LL 360== 130.9 LEN/360= 1.30" I- I I I I I I WEB DESIGN: 22KASPCL J32-10 RUN ON 7-25-12 FLOREXPO-CARLSBAD, CA ····ADDED LOADS I iC= 22 = 2 X2 X .137 BC"' 18"' 1-1/2 X 1-1/2 X .145 --··· WES DESIGN-····· I NUMBER SIZE QTY ACTUAL T ALLOW t ACTUAL C ALLOW C WELD 1 W2 95 1 6,847 16,398 0 6,506 2.0 718" ROD 2W3 141 0 10,059 4,058 5,8232.41-1/2X1-1/2X.115 3 W4 081 4,860 8,029 0 3,067 3.0 1-1/4X1-1/4X.111 4 W5 14 'f O 10,059 4,265 5,198 2.5 1-1/2X 1-1/2X.i15 15 W6 03 1 3,670 6,241 0 1,513 2.3 1 X t .X ,109 6 W7 14 1 0 J0,059 3,075 5,198 2.0 1-1/2X 1-t/2X.115 7 W8 031 2,480 6,241 0 1,513 2.0 1X1X.109 8 W9 08 l 0 8,029 1,885 3,067 2.0 1-1/4X1-1/4X.111 19 W10 03 1 1,838 6,241 0 1,513 2.0 1X1X.109 10 W11 08 t O 8,029 1,838 3,067 2.0 1-1/4 X 1-1/4X .111 11 W11 08 i 1,838 8,029 0 3,067 2.0 1-i/4X 1-1/4X.1.11 12 W10 03 1 1,838 6,241 0 1,513 2.0 1 X 1 X .109 13 W9 08 1 0 8,029 t,838 3,067 2.0 1-114X 1-1/4X.111 114 W8 03 1 1,838 6,241 0 1,513 2.0 1X1X.109 15 W7 14 1 0 10,059 2,794 5,198 2.0 1-1/2X 1-1/2X .115 16 W6 03 1 3;450 6,241 0 1,513 2.2 1 X 1 X .. 109 17 W5 14 1 0 10,059 4,758 5,198 2.8 1-1/2 X 1-1/2 X .115 19 W3 14 1 0 10;059 5,010 5,823 3.0 1-1/2X1-1/2X.115 118 W4 08 1 6,036 8,029 0 3,067 3.7 1-1/4X1-1/4X.111 20 W2 95 1 8,314 16,398 0 6,506 2.0 718" ROD . •••• STANDARD VERTICALS -- 21 SE, 03 2 B O 12,483 4,846 9,434 3.0 1 X 1 X .109 122 V1 03 1 o 6,241 585 1,825 2.0 1 X 1 X.109 23 V2 03 1 0 6,241 .962 3,324 2.0 1 X 1 X .109 TOTAL WELDa: 138 K = 1.00 MIN COMP= 0.00 I I I I I I I I I I I ANGLE NAME ILarry W. Lang, P.E. STRESS ANAL YSlS: 22KASPCL J33-1 FLOR.EXPO -CARLSBAD, CA -ADDED LOADS RUN ON 7-26·12 IBASE LENGTH WORKING LENGTH DEPTH 39-3 38-11 22 21.017 EFFDEPTH lac PAN LS LE:= 2-8 9 BC PANELS AT 4-0 RE= 2-8 TC PANLS LE= 1-8 END STRUTTIL TED RE-= 1-0 FIRST HALF LE= 0-11 1/2 SPECIAL 1ST COMP RE"' 0-11 1/2 FIRST DIAG LE-= 3-71/2 RE: 3-7 1/2 IDEPTHS LE= 22.000 CENTERLINE= 22.000 RE= 22.000 PT LOAD OF 650 LBS AT PANEL PT 3 3.63'LE 35.63'RE IPT,LOAD OF 600 LBS AT PANEL PT 22 2.67'LE 36.58'RE PT LOAD OF 600 LBS AT PANEL PT 6 9.63'LE 29,63'RE PT LOAD OF 600 LBS AT PANEL PT 10 17.63'LE 21.63'RE \JNIFORM TC.LOAD= 196 UNlFORM BC LOAD= 0 I REACTIONS R1= +6,752.54 R2= +4,325.13 MIN SHR= 1,438.13 TL= 10,077.67 ----·--·----STRESS ANAL YSlS --·--······· NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -8,001 0 5,605 9,769 1.742 36.62 0-2 TILTED END STRUT I v,s -7.807 0 338 -390 1.151 24.20 1-8 2 W3 -7,807 10,361 4,666 -5,319 -1.139 23.95 2-8 3 W4 -14,505 10.361 3,628 5,507 1.517 31.90 3-71/2 4 W5 -14,505 18,201 3,236 -4,912 -1.517 31.90 5-7 1/2 15 W6 -21,449 18,201 2,844 4,31.7 1.517 31.90 7-7112 6 W7 -21,449 23,565 1,852 -2,812 -1.517 31.90 9-71/2 7 W8 -25,233 23,565 1,460 2,217 1.517 31.90 11-7 1/2 8 W9 -25.233 25,4·53~ 1,068 -2,182 -1,517 31.90 13-71/2 9 W10 -27,226 26,453 676 2,182 1,517 31.90 15-71/2 110 W11 -27,226~6,866 3-315 2,182 -1.517 31.90 17-71/2 11 W11 -26,058 .26,866. -707 -.2,18.2 1,517 31.90 19-71/2 12 WlO ·26;058 24,803 -1,099 2,182 -1.517 31.90 21-71/2 13 W9 -23,100 24.80 -1,491 -2,263 1.517 31.90 23-71/2 14 W8 -23,100 20,949 -1,883 2,858 -1.517 31.90 25-71/2 115 W7 -18;351 20,949 -2,275 -3,453 1.517 31.90 27-71/2 16 W6 -18,351 15,305 -2,667 4,048 -1.517 31.90 29-71/2 · 17 W5 -11,812 15,305 -3,059 -4,643 1.517 31.90 31· 71/2 18W4 ·11,812 7,871 -3,451 5,238-1.51731.9033-7112 119 W3 -5,734 7,871 -3,904 -4,450 1.139 23.95 35-71/2 TILTED END STRUT V1 S -6,057 7 .871 338 -467 -1.380 29.01 38-3 20 W2 -6,057 -0 -4,243 7,395 -1.742 36.62 36-7 --STD VERTICALS----121 SE SQ END 5,752 -5,752 1.000 21.01 22 V1 END PNL 338 -467 1,380 29.01 23 V2 INTERIOR 392 -392 1.000 21.01 MAX TC COMPRfSSION-= ,27,226.51 MAX BC TENSION= 26,866.46 IMAX INT TC PANEL LENGTH= 24.00 MAX IN'f BC PANEL LENGTH= 48.00 I I I I I I I Larry W. Lang, P.E. MEMBER SIZES: 22KASPCL J33· 1 RUN ON 7-26-12 IFLOREXPO-CARLSBAD, CA--·-ADDED LOADS Fy = 50,000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE -27,226.513 ' OUTSIDE DEPTH = 22.000 ASSUMED EFF DEPTH== 21.017 BC =18 AREA"' 0.4140 y(x);:;; 0.4280 Ryy = 1.0373 Rz = 0.2950 TC =23 AREA= 0.5700 Rx ;:;; 0.6230 Rz :.: 0.3960 Ryy = 1.2250 l y = 0.5550 Si = 0.3981 Ss = 0.1529 Qs = 0.9128 ACTUAL EFF DEPTH= 21.017 GAP BETWEEN CHORD= . 1.000 CORRECTED LOAD TC= 27,226.513 BC = 26,866.467 l/Rx = 38.523 USING L ::: 24.00 L/Ryy= 29.386 USING L = 36.00 l l/Rz-30.303 USING L = 12.00 WITH FiLLERS K= 1.00 Fa= 23,982.7 USING l/R= 38.52 F'e= 100,624.73 Cm= 0.00000 MAX LOAD (FILLE;RS)= 27,613.75 MAX LOAD NO FILLER= 24.,250.23 . Fl LLER PANELS REQD = 8 MIN WELD LEN 2X"' 0.3=75 ITC (fa/Fa) = 0.99583 USING TC= 23 = 2 X 2 X .148 MAX SHEAR CK;:: 12,031.09504 AT JOINT 11 BC STRESS :: 32.447.42418 USING BC= 18 = 1-1/2 X 1-1/2 X .145 ··············--cHOROS OVERS'IRESSEo················ IMAX SHEAR CK= 16,769.87082 AT JOINT 10 I END PANEL CHECK W= 196 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH = 18.00 AXIAL LOAD == 8,001.43 AXIAL STRESS fa = 7,018.80 IFa :::: 20,820.25 F'e = 178,888.42 fb PANEL PT :::: 2,303.96 fb MID,PANEL = 447.08 Cm = 0.988 fa/Fa = 0.337 PANEL PT= 9,322.7 MID PANEL:::: 0.3557 NO FILLERS UR= 45.45 IEND PANEL CHE.CK = RIGHT END LENGTH ::: 10.00 AXIAL LOAD = 6,057.18 AXIAL STRESS fa = · 5,313.32 · Fa = 22,879.71 F'e = 579,598.49 fb PANEL PT = 3,710.97 fb MID-PANEL = 38.98 1cm == 0.997 fa/Fa = 0.232 _PANEL PT= 9,024.2 MID PANEL= 0.2338 NO FILLERS UR= 25.25 FIRST PANEL CHECK= RIGHT END LENGTH = 31.50 AXIAL LOAD = 5,735.00 AXIAi;. STRESS fa = 5,030.70 IFa = 18,074.75 f'e = 58,412.54 fb PANEL PT = 3,891.54 fb MID-PANEL = 1,083,87 Cm = 0.965 fa/Fa = 0,278 PANEL PT= 8,922.2 MID PANEL= 0.3201 NO FILLERS UR.: 79.54 IBOTTOM CHORD L/Rz= 162.711 TC OAL/Ryy = 381.209 MAX BRIDGING CHECK TC= 14.80' BC= 20.74' MOMENT OF INERTIA= 212.4 LL 360"' 134.6 LEN/.360= 1.30" I .... '* ........... CHORDS OVERSTRESSED············ .. •• IMAX SHEAR CK= 16,769,87082 AT JOINT 10 I I I I ••••••••••••••*'OVERSTRESS IN DESIGN•••••••••• ...... B I WEB DESIGN: 22KASPCL J33-1 RUN ON 7-26-1~ FLOREXPO -CAR!..SBAD, CA ---ADDED LOADS I TC-23=2X.2X.148 BC=18=1-1/2X1-1/2X.145 ------WEB DESIGN------ 1 NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD 1 W2 95 1 9,769 16,398 0 6,522 2.2 718" ROD 2 W3 14 1 0 10,059 5,319 5,784 3.2 1-1/2X 1-1/2X.115 3W4 081 5,507 8,029 0 3,0673.41-1/4X1-1/4X.111 _4W5 141 0 10;059 4,912 5,1972.91-1/2X1-1/2X.115 15 W6 03 1 4,317 6,241 0 1,513 2.7 1 X 1 X.109 6 W7 14 1 0 10,059 2,812 5,197 2.0 1-1/2X1-1/2X.115 7 wa 03 1 2.211 6,241 o 1.s13 2.0 1x1x.109 8 W9 08 1 0 8,029 2,182 3,067 2.0 1-1/4X1-1/4X.111 19 W10 03 1 2,182 6,241 0 1,513 .2.0 1 X 1 X .109 10 W11081 2,182 8,029 0 3,067 2.0 1-1/4X1-1/4X.111 11 W11 Q8 1 0 8,029 2,182 3,067 2.0 M/4 X 1-1/4 X .111 12 W10 03 1 2,182 6,241 0 1,513 2.0 1 X 1 X.109 13 W9 08 1 0 8,029 2,263 3,067 2.0 1-1/4 X 1-1/4 X .i11 114 W8 03 1 2,858 6,241 0 1,513 2.0 1 X 1 X .109 15 W7 14 1 0 J0.059 3,453 5,197 2.1 i-1/2Xi-1./2X.115 16 W6 03 1 4,048 6,241 0 1,513 .2.6 1 X 1 X .109 17 WS 14 1 0 10,059 4,643 5,197 2.8 1-112X1-1/2X.115 118 W4 08 1 5,238 8,029 0 3,067 3.2 1-1/4X 1-1/4X.111 19 W3 14 1 .0 10,059 4,450 5,784 2.7 1-1/2X.1-1/2X.115 20 W2 95 1 7,395 16,398 0 6,522 2.0 7/8" ROD ----STANDARD VERTICALS---- 21 SE 03 2 B O 12,483 5,752 9,434 3.6 1 X 1 X .109 122 V1 03 1 0 6,241 603 1,830 2.0 1 X 1 X .109 23 V2 03 1 0 6,241 528 3,324 2.0 1 X 1 X.109 TOTAL WELD= 146 K = 1,00 MfN COMP= 0.00 I I I I I I I I I I I ANGLE NAME I Larry W. Lang, P.E. STRESS ANALYSIS: 22KASPCL J34-10 FLOREXPO -CARLSBAD, CA-··-ADDED LOADS RUN ON 7-25-12 IBASE 1.ENGTH WORKING LENGTH DEPTH 39-2 718 38-10 7/8 22 21.002 EFF DEPTH IBCPANLS LE=2-8 9BCPANELSAT4-0 RE=2-8 TC PANLS LE= 1-8 ENO STRUT TILTED RE= 1-0 FIRSTHALFLE-0-11318 SPECIAL1STCOMP RE= 0-113/B FIRST DIAG LE= 3-7 3/8 RE-3-7 3/8 I DEPTHS LE= 22.000 CENTERLINE= 22.000 RE"' 22.000 PARTIAL UNIFORM LOAD OF 20 PLF FROM PAN PT 4 TO 15 I PT LOAD OF 500 LBS AT PANEL PT 2 1.67'LE 37.57'RE PT LOAD OF 500 LBS AT PANEL PT 4 5.62'LE 33.62'RE PT LOAD OF 320 LBS AT PANEL PT 15 27.62'LE 11.62'RE UNIFORM TC LOAD-196 UNIFORM BC LOAD"' 0 REACTIONS R1= +5,071.52 R2"' +4,314.11 MIN SHR= 1,267.88 TL= 9,385:63 ·I -·········---STRESS ANAL YS!S ------------NO M!:M TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -7,048 0 4,924 8,597 1.746 36.67 0-2 TILTED END STRUT I V1S -6,569 0 838 -965 1.151 24.18 1-8 2. W3 -6,569 8,782 4,085 -4,646 -1.137 23.88 2-8 3 W4 -13,008 8,782 3,698 5,616 1.518 31.89 3-7318 4 W5 -13,008 16,193 2,786 -4,231 -1.518 31.89 5-73/8 5 W6 -18,884 16,193 2,354 3;575 1.518 31.89 7-7 3/8 16 W7 -18,884 21.081 1,922 -2,919 -1.518 31.89 9-73/8 7 W8 -22,784 21.081 1.490 2,263 1.518 31.89 11-73/8 · 8 W9 -22,784 23,994 1,058 -1,925 -1.518 31.89 13-7 318 9 W10 -24,710 23,994 626 1,925 1.518 31.8!:l 15-7 3/8 110 W11 ~24,710 24,933 194 -1,925 ·1.518 31.89 17-73/8 11 W! 1 -24,662 24,933 -237 ·1,925 1.518 31.89 19-7 3/8 12 W10 -24,662 23,897 -669 1,925 -1.518 31.89 21-7 3/8 13 W9 -22,638 23.~197 -1.:101 -1,925 1.518 31.89 23-73/8 14 WB -22,638 20,886 -1,533 2,328 -1.518 31.89 25-73/8 115 W7 -18,297 20,886 -2,265 -3,439 1.518 31.89 27-73/8 16 W6 -18,297 15,261 -2,657 4,035 -1.518 31.89 29-7 3/8 17 W5 -11,776 15,261 -3,049 -4,630 1.5,18 31.89 31-7 3/8 18 W4 -11,776 7,844 -3,441 5,225 -1.518 31.89 33-7318 119 W3 aS,735 7,844 -3,894 -4,428 1.137 23.88 35· 7 3/8 TILTED END STRUT V1 S -6,058 7,844 338 -467 -1.382 29.04 38-2 718 20 W2 -6,058 -0 -4,232 7,390 -1.746 36.67 36-6 3/4 -----STD VERTICALS ----. 121 SE SQ END 5,071 -5,071 1.000 21.00 22 V1 END PNL 338 -965 1.382 29.04 23 V2 INTERIOR 392 -392 1.000 21;00 MAX TC COMPRESSION" 024,710.74 MAX BC 1'.ENSIQN:: 24,933.24_ IMAX INT TC PANEL LENGTH::: 24.00 MAX INT BC PANEL LENGTH= 48.00 I I I I I I Larry W. Lang, P.E. MEMBER StZES: 22KASPCL J34-10 RUN ON 7-25-12 I FLO~EXPO -CARLSBAD, CA--ADDED t.OADS Fy . : ~0,000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE = 24,710.744 OUTSIDE DEPTH = 22.000 ASSUMED EFF DEPTH= 21.002 I BC ='20 . . AREA= 0.4810 y(x) = 0.4370 Ryy = 1.0430 Rz = 0.2940 TC =25 • AREA= 0.6250 Rx = 0.6210 Rz = 0.3950 Ryy = 1.2284 l y = 0.5600 SI = 0.4303 Ss = 0.1673 Qs "' 0.9521 , .ACTUAL EFF DEPTH= 21.003 GAP BETWEEN CHORD= 1,000 CORRECTED LOAD TC= 24,709.568 BC = 24,932.055 L/Rx = 38.647 USING L -24.00 L/Ryy-29.304 USING L :: 36.00 I L/Rz = 30,379 USING l = 12.00 WlTH FILLERS K= 1.00 Fa= 24,898.3 USING LJR= 38.64 F'e= 99,979.70 Cm= 0.00000 MAX LOAD {FILLERS)= 31,434.14 MAX LOAD NO FILLER::: 27,454.68 NO INT.ERIOR FILLERS REQUIRED I. TC{fa/Fa) = 0.79393 USING TC=25 = 2 X2X.163 MAX SHEAR CK= 10, 160.28904 AT JOINT 11 BC STRESS = 25,916,89747 USING BC= 20 = 1-1/2 X 1-1/2 X .170 MAX SHEAR CK= 13,080.50707 AT JOINT 10 I END PANEL CHECK W= 196 END PANEL ALLOWABLE FORCES REDUCED ,0 % END PANEL CHECK = LEFT END LENGTH = 18.06 IAXIAL LOAD = 7,047.94 AXIAL STRESS fa . = 5,638.35 Fa = 21,566.9~ F'e = 176,513.78 fb PANEL PT = 2,095.36 fb MID-PANEL = ~20.08 Cm = 0.990 fa/Fa = 0.261 I PANEL PT= 7,733.7 MID PANEL= 0 2781 NO FILLERS UR=45.72. END PANEL CHECK = RIGHT END LENGTH = 10.00 AXIAL LOAD = 6,058.07 AXIAL STRESS fa = 4,846.46 Fa = 23,808.71 F'e = 575,883.12 l fb PANEL PT = 3,375.7S fb MID-PANEL = 34,90 Cm = 0.997 fa/Fa = 0.203 PANEL PT= 8,222.2 MID PANEL= 0.2049 NO FILLERS ~/R= 25.31 IFIRST PANEL CHECK= RIGHT ENO LENGTH = 31.44 AXIAL LOAD "' 5,735.72 AXIAL STRESS fa "-4,588.58 Fa = 18,544.26 F'e = 58,.269.10 . fb PANEL PT = 3,545.49 fb MJD-PANEL -998.65 Cm -0.968 fa/Fa = 0.247 ·IPANEL PT= 8,134.0 MID PANEL= 0,2841 NO FILLERS UR= 79.58 ,BOTTOM CHORD L/Rz= 163.265 TC OALfRW = 380.038 MAX BRIDGING CHECK TC= 14.84' BC= 20.86' IMOMENT OF INERTIA::: 240.4 LL 360= 152.5 LEN/360= 1.30" I I I I I I I wi=e DESIGN: 22KASPCL J34-10 RUN ON 7-25-12 FLOHEXPO -CARLSBAD, OA ----ADDED LOADS I TC=25=2X2X.163 BC=20=1-1/2X1-112X.170 •••••• WEB DESIGN----- 1 NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD 1 W2 95 1 8,597 16,398 0 6,498 2.0 7/8" ROD 2 W3 17 1 0 11,968 4,646 7,117 2.3 1-112.X 1-1/2X.138 3 W4 09 1 5;616 9,544 0 3,613 2.9 1-1/4 X 1-1/4 X .133 .. 4 WS 17 1 0 11,968 4,231 6,292 2.1 1-1l2X1-1/2X.138 15 W6 03 1 3,575 6,241 0 1,512 2.3 1 X 1 X .109 6W7 141 0 10,959 2,919 5,1952.01-1/2X1-1/2X.115 7 W8 03 1 2,263 6,241 0 1,512 2:0 1 X 1 X .109 8W9081 0 8,029 1,925 3,0652.01-1/4X1-1/4X.111 19 WiO 03 i 1,925 6,241 0 1,512 2.0 1 X 1 X .109 10 W11081 0 8,029 1,925 3,065 2.0 1-1/4X1-114X.111 · 11 W11 08 1 0 8,029 1,925 3,065 2.0 1-1/4X1-1/4X.111 12 W10 03 1 1,925 6,241 0 1,512 2.0 1 X 1 X.109 13 W9 08 1 0 8;029 1,925 3,065 2.0 1-1/4 X 1-1/4 X .111 1.14 WB 03 1 2,328 6,241 0 1,512 2.0 1 X 1 X .109 15 W7 14 1 0 10,059 3,439 5,195 2.1 1-1/2 X 1-1/~.X .115 16 W6 03 1 4,035 6,241 0 1,512 2.5 1 X 1 X .109 17 W5 17 1 0 11,968 4,630 6,292 2.3 1-1/2X1-112X.138 118 W4 09 1 5,225 9,544 0 3,613 2.7 1-1/4 X 1-1/4 X .133 19 W3 17 1 0 11,968 4,4?8 7,117 2.2 1-1/2XH/2X.138 20 W2 95 1 7,390 16,398 0 6,498 2.0 7/8" ROD •••• STANDARD VERTICALS •••• 21 SE 03 2 B O 12,483 5,071 9,434 3.2 1 X 1 X.109 122 V1 03 1 0 6,241 1,089 1,823 2.0 1 X 1 X.109 23 'V2 03 1 O 6,241 515 3,324 2.0 1 X 1 X .109 TOTAL WELD= 138 K = 1.00 MIN COMP= 0:00 I I I I I I I- I I I ANGLE NAME ILarry W. Lang, P,E;. STRESS ANALYSIS: 22KASPCL J34-11 FLOREXPO -CARLSBAD, CA ·---ADDED LOADS RUN ON 7-25-12 IBASE LENGTH WORKING LENGTH DEPTH 39. 2 718 38--10 7/8 22 21.003 EFF DEPTH I BC PAN LS LE= 2-8 9 BC PANELS AT 4. 0 RE= 2-8 TC PANLS LEaa 1-8 END STRUT TILTED RE= 1-0 FlRST HALF LE= 0-11 3!8 SPECIAL 1ST COMP RE= 0-11 318 FlRST DIAG LE= 3-7 3/8 RE= 3-7 3/8 I DEPTHS LE--22.000 CENTERLINE-' 22.000 RE= 22.000 PARTIAL UNIFORM LOAD OF 20 PLF FROM PAN PT 11 TO 15 I PT LOAD OF 300 LBS AT PANEL PT 9 15.62'LE 23.62'RE PT LOAD OF 300 LBS AT PANEL PT 11 19:6;2'LE 19.62'RE PTLOADOF 320LBSATPANELPT 15 27,62'LE 11.62'RE UNIFORM TC LOAD= 22.-; UNIFORM BC LOAD= 0 . REACTIONS R1:::: +4,923.91 R2= +5,026.72 MIN SHR= 1,256.68 TL= 9,950.63 I · STRESS ANALYSIS ••••••••••••• NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 ·6,802 0 4,752 8,297 1.746 36.67 0-2 TlL TED END STRUT I V1S ·6,577 0 393 -453 1.151 24.18 1-8 2 W3 -6,577 8,937 4,358 -4,956 -1.137 23.86 2-8 3 W4 ·13,404 8,937 3,908 5,935 1.518 31.89 3-7 318 4 W5 -13.404 17,349 3,452 ·5,242 -1.518 31.89 5. 7 3/8 I . 5 W6 -20,773 17,349 2,996 4,550 1.518 31.89 7-7 3/8 6 W7 -20, 773 23,676 2,540 -3,857 -1.518 31.89 9-7 3/8 7 W8 ·26,058 23,676 2,084 3,165 1.518 31.89 11-73/8 8 W9 -26;058 27,919 1,628 -2,472 -1.518 31.89 13-7 3/8 9 W10 -28,916 27,919 872 1,908 1.518 31.89 15-73/8 110 W11 -28,916 29,392 416 -1,908 -1.518 31.89 17-7 318 11 w~ 1 -28,982 29,392 -359. -1,908 1.518 31.89 19., 3/8 12 W10 -28,982 28,004 -855 1,908 -1.518 31.89 21-73/8 13 W9 -26.460 28,004 -1,35j -2,052 1.518 31.89 23-73/8 14 W8 -26,460 24,349 -1,847 2,805 -1.518 31.89 25-73/8 115 W7 -21,328 24,349 -2,643 -4,013 1.518 31.89 27-7 3/8 16W6 -21,328 17,787 ·3,099 4,706-1.51831.8929·73/8 17 W5 -13,724 17,787 -3,555 -5,398 1.518 31.89 31-73/8 18 W4 -13,724 9,140 -4,011 6,091 ~t.518 31.89 33-7318 119 W3 -6,682 9,140 -4,538 -5,160 1.137 23.88 35-7318 TlL TED END STRUT v,s -7,058 9,140 393 -544 -1.382 29.04 38-27/8 20 W2 -7,058 0 -4,93·1 8,611 -1.746 36.67 36-63/4 --STD VERTICALS ---121 SE SQ END 5,026 -5,026 1.000 21.00 22 Vi END PNL 393 -544 1.382 29.04 23 V2 INTERIOR 456 -456 1.000 21.00 MAX TC COMPRESSION= -28,982.27 MAX BC TENSlON:::: 29,392.96 I MAX INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48.00 .I I I I I I 1: LanyW, Lang, P,E, MEMBER SIZES: 22KASPCL J34-11 RUN ON 7-25-12 I FLOR EXPO-CARLSBAD, CA----ADDED LOADS Fy = 50,000.000 Fb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE -= 28,982.271 I OUTSIDE DEPTH = 22.000 ASSUMED EFF DEPTH" 21.003. BC = 20 AREA= 0.4810 y(x) = 0,4370 Ryy = 1.0430 Rz = 0.2940 TC -25 . AREA:: 0.6250 Rx = 0.6210 Rz = 0.3950 .Ryy = 1.2484 I y = 0.5600 SI = 0.4303 Ss = 0.1673 Os = 0.9521 ACTUAL EFF DEPTH= 21.003 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 28,982.271 BC = 29,392.961 URx = 38.647 USING L = 24.00 URyy= 29.304 USING L = 36.00 I L/Rz = 30.379 USING L = 12.00 WITH FILl.,ERS K= 1.00 Fa= 24,898.3 US!NG L/R= 38,64 f'e= 99,979.70 Cm=-0.00000 MAX LOAD (FILLERS)= 31,434.14 MAX LOADNO FILLER= 27.454.68 FILLER PANELS REQD"' 4 MIN WELD LEN 2X"' 0.375 I TC {fa/Fa) = 0.93121 USING TC= 25 = 2 X 2 X .163 MAX SHEAR CK= 11,913.57576AT JOINT 11' BC STRESS = 30,554.01455 USING BC= 20 = 1-1/2 X 1-112 X .170 -6 ~ .................. CHORDS OVERSTRESSED•••••**•• .. .,. • .,. I MAX SHEAR CK= 15,263.40136AT JOINT 12 I E;ND PANEL CHECK W= 228 END PANEL ALLOWABLE FORCES REDUCED 10 % _ END PANEL CHECK = LEFT END LENGTH ._ 18.06 AXIALLOAO = 6,802.19 AXIALSTRESSfa = 5,441.75 I fa -21,566.93 F'e -176,513.78 fb PANEL Pt = 2,437.46 fb MID-PANEL = 488.67 Cm = 0.990 fa/Fa = 0.252 PANEi'.. PT= 7,879.2 MID PANEL= 0.2717 NO FILLERS UR= 45.72 I END PANEL CHECK = RIGHT END LENGTH = 10.00 AXIAL LOAD = 7,058.98 .AXIAL STRESS fa = 5,647.18 Fa = 23,808.71 F'e = 575,883.12 fb PANEL PT = 3,926.93 fb MfD-PANEL = 40.60 PANEL PT= 9,574.1 MID PANEL=0.2387 NO FtLLERS LIR= 25.31 I Cm "' 0.997 fa/Fa = 0.237 FIRST PANEL CHECK = RIGHT END LENGTH = 31.44 AXIAL LOAD = 6,683,00 AXIAL STRESS fa = 5,346.40 I Fa = 18,544.26 F'e = 58,269,10 fbPANELPT = 4,124.35 fbMID-PANl=.l = 1,161.70 Cm = 0.963 fa/Fa = 0.288 PANEL PT= 9,470.7 MID PANEL= 0.3314 NO FILLERS LIR"' 79.58 I BOTTOM CHORD l/Rz= 163.265 TC OA[/Ryy = 380.038 MAX BRIDGING CHECK TC= 14.84' BC= 20.86' MOMENT OF lNERT!A= 2!'.1-0.4 LL 360= 152.5 LEN/360= 1.30" I ................ CHORDS OVERSTRESSEo••••._ ........ ,. I MAX SHEAR CK;:: 15,263.40136 AT JOINT 12 I I I I ........... ., ••• OVERSTRESS JN DESIGN••••••-*• ......... I WEBDES!GN; 22KASPCL J34-11 RUN ON 7-25-12 FLOREXPO -CARLSBAD, CA--ADDED LOADS I 1C= 2~ = 2 X2 X .163 BC= 20"' 1-1/2 X 1-1/2 X .170 -----WEB DESIGN·-··· I NUMBER SIZE QTY ACTUAL t ALLOW TACTUAL C ALl:.OW C WELD 1 W2 95 1 8,297 16,398 0 6,498 2.0 7/8" ROD . 2 W3 17 1 0 11,968 4,956 7,117 2.5 1-1/2X 1-1/2X.138 3 W4 09 1 5,935. 9,544 0 3,613 3.t 1-1/4X 1-1I4X.133 4 W5 17 1 0 11,968 5,242 6,292 2.6 1-1/2X 1-1/2X.138 15 W6 03 1 4,550 6,241 0 1,512 2.9 1X1X.109 6W7 141 0 10,059 3,857 5,1952.31-1/2X1-112X.115 7W8 031 3,-165 6,241 0 1,5122.01X1X.109 8 W9 08 1 0 8,029 2,472 3,065 2.0 1-1/4X H/4X.111 19 W10 03 1 1,908 6,241 0 1,512 2.0 1 X 1 X.109 10 W11 08 1 0 8,029 1,908 3,065 2.0 H/4 X 1-1/4 X .111 11 W.11081 0 8,029 1,908 3,065 2.0 1-1/4X1-1/4X.111 12 W10 03 ~ 1,908 6,241 0 1,512 2.0 1X1X.109 t3 W9 0$ 1 0 8,029 2,052 3,065 2.0 1-1/4X 1-1/4X.111 114 W8 03 1 2,805 6,241 0 1,512 2.0 1 X 1 X .109 15 W7 14 1 0 10,059 4,013 5,195 2.4 1-1/2X1-1/2X.115 16 W6 03 1 4,706 6,241 0 1,512 3.0 1 X 1 X .109 17 W5 17 1 0 11,968 5,398 6,292 2.7 1-1/2X 1-1/2X.138 118 W4 09 1 6,091 9,544 Q 3,613 3.1 1-1/4X 1-1/4X .. 133 19 W3 17 1 0 11,968 5,160 7,117 2.6 1-1/2X1-1/2X.138 20 W2 95 1 8,611 16,398 0 6,498 2.0 7/8" ROD ·---STANDARD VERTICALS--- 21 SE 03 2 B 0 12,483 5,026 9,434 3.2 1 X 1 X .109 122 V1 03 1 0 6,241 689 1,823 2.0 1 X 1 X .109 23 V2 03 1 0 6,241 600 3,324 2.0 1 X 1 X.109 TOTAL WELD= 142 K"' 1.00 MIN COMP= 0.00 I I I I I I I I I I I ANGLE NAME I Larry W. L,mg, P.E. STRESS ANAL YS1S: 22KASPCL J35-10 FLOREXPO • CARLSBAD, CA·-·-ADDED LOADS RUN ON 7-25-12 I BASE LENGTH WORKING LENGTH DEPTH 39-23/8 38-103/8 22 21.002 EFF DEPTH I BC PANlS LE= 2-8 9 BC PANELS AT 4-0 RE= 2-8 TC'PANLS LE= 1-8 ENDSTRUTTILTED RE= 1-0 FIRST HALF LE-0-11 1/8 SPECIAL 1ST COMP RE: 0-11 1/8 F!RST DIAG LE= 3-7 1/8 RE= 3-7 1/8 I DEPTHS LE= 22.000 CENTERLINE= 22.000 RE= 22.000 PT LOAD OF 320 LBS AT PANEL PT 15 27.60'LE 11.60'RE I UNIFORM TC LOAD= 228 UNIFORM BC LOAD= 0 REACT1ONSR1=--+4,524.69 R2= +4,656.43 MINSHR= 1,164.11 TL= 9,181.13 --------STRESS ANALYSIS ···--·-····· NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 ·6,231 0 4.353" 7,601 1.746 36.67 0-2 ITIL TED END STRUT V1S -6,007 0 391 -450 1.151 24.18 1-8 2 W3 ·6,007 8,106 3,961 -4,483 -1.131 23.76 2-8 3 W4 -12,121 8,106 3,514 5,33'6 1.518 31.89 3-7118 14 ws -12, 121 15,615 3,058 -4,643 -1.518 31.89 5-7 1/8 5 W6 -18,590 15,616 2,602 3,951 1.518 31.89 7-71/8 6 W7 -18,590 21,042 2,146 -3,258 -1.518 31.89 9·71/8 7 W8 -22;974 21,042 1,690 2,566 1.518 31.89 11-71/8 8 W9 -22,974 24,384 1,234 -1,874 ·1.518 31.89 13-71/8 19 W10 -25,273 24,384 778 1,767 1.518 31.89 15·71/8 10 W11 -25,273 25,641 322 -1,767 -1.518 31.89 17-71/8 11 W11 -25,488 25,641 ·133 -1,757 1.518 31.89 19-71/8 12 W10 -25,488 24,814 -589 1,767 -1.518 31.89 21-71/8 113 W9 -23,619 24,814 -1,045 -1,767 1.518 31.89 23-71/8 14 W8 ·23,619 21,903 -1,501 2,280 -1.518 31.89 25-71/8 15 W7 -19,300 21,903 -2,277 -3,458 1.518 31.89 27-71/8 16 W6 -19,300 16,176 -2,733 4,151 -1.518 31.89 29-71/8 17 ws -12,530 16,176 -3,189 -4,843 t.518 31.89 31-71/8 118 W4 -12.530 8,364 -3,645 5,536 -1.518 31.89 33-71/8 19 W3 -6,155 8,364 ·4,170 -4,719 1.131 23.76 35·71/8 TILTED END STRUT V1 S -6,529 8,364 391 -541 -1 .382 29.04 38-2 3/8 120 W2 -6,529 -0 -4,561 7,964 -1.746 36.67 36-61/4 ··-·· STD VERTlCALS ··-- 21 SE SQ END 4,656 -4,656 1 .000 21.00 22 V1 END PNL 391 -541 1.382 29.04 23 V2 INTERIOR 456 -456 1.000 21.00 IMAX TC COMPRESSION= -25,488.66 MAX BC TENSION= 25,641.64 MAX INT TC PANEL LENGTH= 24.00 MAX INT 6C PANEL LENGTH,= 48.00 I I I I I I I I Larry W. Lang, P.E. MEMBER SIZES: 22KASPCL J35-10 RUN ON 7-25-12 I FLOREXPO -CARLSBAD, CA----ADDED LOADS Fy = 50,000.000 Pb = 30,000.000 BENDING LOAD = 0.000 ASSUMED FORCE = 25.488.668 I OUTSIDE DEPTH = 22.000 ASSUMED EFF DEPTH= 21.002 BC =20 AREA -0.48,10 y(x) = 0.4370 Ryy = 1.0430 Rz = 0.2940 TC =25 AREA -0.6250 Rx = 0.6210 Rz = 0.3950 Ryy = 1.2284 ·1y = 0,5600 SI = 0.4303 Ss = 0.1673 Qs = 0.9521 ACTUAL EFF DEPTH = 21.003 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 25,487.455 BC = 25,640.427 L/Rx = 38.647 USING L = 24.00 L/Ryy.: 29.304 USING L = 36.00 I L/Rz = 30.379 USING L -12.00 WITH FILLERS K= 1.00 Fa = 24,898.3 USING L/R-38.64 F'e= 99,979.70 Cm= 0.00000 MAX LOAD {FILLERS)= 31,434.14 MAX LOAD NO FILLER= 27,454.68 . NO INTERIOR FILLERS.REQUIRED ITC (fa/Fa) = 0.81892 USING TC:= 25 = 2 X 2X .163 MAXSHEARCK= 10,410.13615AT JOINT11 BC STRESS = 26,653.25092 USING BC= 40 = 1-1/2 X 1-112 X, 170 MAX SHEAR CK= 13,441.95163 AT JOINT 12 I END PANEL CHECK W= 228 END PANEL ALLOWABLE FORCES REDUCED 10 % END PANEL CHECK = LEFT END LENGTH = 18.06 IAXIAL LOAD = 6,230.77 AXIAL STRESS fa = 4,984.62 Fa = 21,566.93 F'e == 176,513.78 fb PANEL PT -2,399.95 fb MID-PANEL = 494,06 Cm -0.991 fa/Fa = 0.231 I PANEL PT= 7,384.5 MID PANEL= 0.2507 NO FILLERS L/R=45.72 END PANEL CHECK = RIGHT END LENGTH = 10.00 AXIAL LOAD "' 6,528.97 AXIAL STRESS fa = 5,223.17 Fa = 23,808.71 F'e = 575,883.12 lfb PANEL PT = 3,855.40 fb MID-PANEL = 35,44 Cm = 0:997 fa/Fa = 0.219 PANEL PT= 9,078.5 MID PANEL= 0.2207 NO FILLERS UR= 25.31 IFJRST PANEL CHECK = RIGHT END LENGTH = 31.19 AXIAL LOAD -6,155.70 AXIAL STRESS fa = 4,924.56 f:a = 18,659.51 F'e = 59,207,02 fb PANEL PT ::: 4,074.68 fb MID-PANEL :::: 1,142.10 Cm = 0.966 fa/Fa "' 0.263 IPANEL P_T= 8,999.2 MfD PANEL= 0.3060 NO FILLERS L/R= 78.95 BOTTOM CHORD L/Rz= 163.265 TC OAURyy = 379.631 MAX BRIDGING CHECK TC= 14.84' BC= 20.86' IMOMENT OF INERTIA= 240.4 LL 360= 153.0 LEN/360= 1.30" I I I I I I I WEB DESIGN; 22KASPCL J,35-10 RUN ON 7-25-12 FLOR EXPO· CARLSBAD, CA----ADDED LOADS I TC= 25 = 2 X 2 X .163 BC= 20 = 1-1/2'X 1-1/2 X .170 ---WEB DESIGN--·- I NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW CWELD 1 W2 95 1 7,601 · 16,398 0 6,498 2.0 718" ROD 2 W3. 17 1 0 11,968 4,483 7,152 2.2 1-1/2X 1-112X.138 3 W4 09 i S,336 9,544 0 3,613 2.8 1·1l4X1-1l4X.133 4 W5 17 1 0 11,968 4,643 6,292 2.3 1-1/2X 1-112X .. 138 ! 15 W6 03 i 3,951 6,241 0 1,512 2.5 1 X 1 X .109 6 W7 14 1 0 10,059 3,258 5,_195 2.0 1-1/2 X 1-112 X .115 7 W8 03 1 2,566 6,241 0 1,512 2.0 1 X 1 X .109 8 W9 08 1 0 8,029 1,874 3,065 2.0 1-1/4 X M/4 X .111 9 W10 03 1 1,767 6,241 0 1,512 2.0 1X1X.109 110 W11 08 1 0 8,029 1,767 3,065 2.0 1-1/4X 1-1/4X .111 11 W1~ 08 1 0 8,029 1,767 3,065 2.0 1-1/4X1-1f4X.i1i 12 W10 03 1 1,767 6,241 0 1,512 2.0 1 X 1 X .109 13W9 081 0 8,029 1,767 3,0652.01-1/4X1-1/4X.111 114 W8 03 1 2,280 6,241 0 ~.512 2.0 1 X 1 X .109 15 W7 14 1 0 10,059. 3,458 5,195 2.1 1-1/2X 1-1/2X.115 16 W6 03 1 4,151 6,241 0 1,512 2.6 1 X 1 X.109 17 WS 17 1 0 11,968 4,843 6,292 2.4 1-1/2 X 1-1/2 X .138 18 W4 09 1 5,536 9,544 0 3,613 2.9 1-1/4X1-1/4X.133 119 W3 17 1 0 11,968 4,719 7,152 2.4 1-1/2 X. 1-1/2 X .138 20 W2 95 1 7,964 16,398 0 6,498 2.0 7/8" ROD ---STANDARD VERTICALS···· 21 SE 03 2 ~ 0 12,483 4,656 9,434 2.9 1 X 1 X. 109 122 V1 03 1 0 6,241. 668 1,823 2.0 1 X 1 X .109 · 23 V2 03 1 0 6,241 583 3,324 2.0 1 X 1 X .109 TOTAL-WELD= 138 . K = 1.00 MIN COMP= 0.00 I I I I I I I I I I I ANGLE NAME I Larry W. Lang, P.E. STRESS ANALYSIS: 22LHSPCL T7-10 FLOREXPO -CARLSBAD, CA----ADDED LOADS RUN ON 7-25-12 I BASE LENGTH WORKING LENGTH DEPTH 38-8 518 38-4 5/8 22 20.862 EFF DEPT!-! BC PANLS LE=-4-4 8 BC PANELS AT 4-0 RE= 4-4 I TC PAN LS LE= 4-4 END STRUT TtL TED RE-= 1-0 FIRST HALF LE= 1-0 1/4 SPECIAL 1ST COMP RE= 1· 0 1/4 FIRST DIAG LE:o 5-4 1/4 RE= 5-4114 I DEPTHS LE= 22.000 CENTERLINE= 22.000 MULTIPLE LOADING: GRAVITY LOADS RE= 22.000 I PARTIAL UNIFORM LOAD OF 20 PLF FROM PAN PT 4 TO 15 l?T LOAD OF 500 LBS AT PANEL PT 2 4.33'LE 34.39'RE PTLOAD.OF 500LBSATPANELPT 4 7.36'LE 31.36'RE I PT LOAD OF , 320 LBS AT PANEL PT 15 29.36'LE 9.36'RE UNIFORM TC LOAD= 125 UNJFORM BC LOAD= 0 REACTIONS R1= +3,559.22 R2= +2,9~8.96 MtN SHA-889.81 'TL-6,558.18 ---STRESS ANALYSIS--- 1 NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 1 W2 -7.916 0 3,298 8,575 2.599 54.23 0-2 TILTED END STRl.)T V1S -7,913 0 824 -824 1.000 20.86 4-4 2 W3 -7,913 9,366 2,474 -2,869 -1.159 24.19 4-4 13 W4 -11,995 9,366 2,285 3,483 1.524 31.79 5-4 1/4 4 W5 -11,995 13,738 1,515 -2,309 -1.524 31.79 7-41/4 5 W6 -15,147 13,738 1,225 1,867 1.524 31.79 9-4 1/4 6 W7 ·15,147 16,223 935 -1,425 -1.524 31.79 11-4 1i4 17 W8 -16,965 16,223 645 1,356 1.524 31.79 13-41/4 8 W9 -16,965 17,374 355 -1,356 -1.524 31.79 15-4 1/4 9 W10 -17.449 17,374 65 1,356 1.524 31.79 17-·4 1/4 10 W10 -17,449 17,190 -224 1,356 -1.524 31.79 19-4 1/4 11 W9 -16,598 17,190 -514 -1,356 1.524 31.79 21-41/4 112 WB -16,598 15,672 -804 1,356 -1.524 31.79 23-4114 13 W7 -14,412 15,672 -1,094 -1,668 1.524 31.79 25-4114 14 W6 -14,412 12,819 -l,384 2,110 -1.524 31.79 27-41/4 15 W5 ~10,547 12,819 -1,974 -3,010 1.524 31.79 29-4 1/4 116 W4, ·10,547 7,988 -2,224. 3,391 ·1.524 31.79 31-41/4 17 W3 -6,448 7,988 -2,622 -3,040 1.159 24.19 33-4 1/4 TILTED END STRUT V1S -7,071 7,988 324 -702-2.16545.1637-85/8 18 W2 -7,071 -0 -2,946 7,661 -2.599 54.23 34-4 1/2 I ··-·· STD VERTICALS •••• . 19 SE SQ E:ND 3,559 -3,559 1.000 20.86 · 20 V1 END PNL 324 -824 2.165 45.16 21 V2 INTERIOR 250 -250 1.000 20.86 I MAX TC COMPRESSION= -17.449.28 MAX BC TENSION= 17,374.35 MAX INT TC PANEL LENGTH = 24.00 MAX INT SC PANEL LENGTH ,. 48.00 I I I I I I I Larry W. Lang, P.E. STRESS ANALYSIS: 22LHSPCL T7-10 FLOREXPO -CARLSBAD, CA--ADDED LOADS RUN ON 7-25·12 I BASE LENGTH WORKING LENGTH DEPTH 38-8 5/8 38-4 518 22 20.862 EFF DEPTH I BC PANLS LE= 4-4 8 BC PANELS AT 4. 0 RE-4-4 TC PANLS LE= 4-4 END STRUT TILTED RE= 1-0 FIRSTHALFLE= 1-01/4 SPECIAL1STCOMP RE= 1-01/4 F!RST DIAG LE:::: 5-4 114 RE:::: 5-4 1/4 I DEPTHS LE= 22.000 CENTERLINE= 22.000 MULTIPLE LOADING: DL + TC AXIAL RE= 22:000 I PARTIAL UNIFORM LOAD OF 20 PLF FROM PAN PT 4 TO 15 PT LOAD OF 500LBS AT PANEL PT 2 4.33'LE 34.39'RE PT LOAD OF 500 LBS AT PANEL PT 4 7.36'LE 31.36'RE I PT LOAD OF 320LBS AT PANEL PT 15 29.36'LE 9.36'RE ADDITIONAL CHORD LOADS ARE ADDEO AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 43200 . UNIFORM TC LOAD= 50 UNIFORM BC LOAD: 0 I ALL LOADS SHOWN REDUCED BY 25% 'REACTIONSR1= +1,589.83 R2= +1,169.63 MJNSHR"' 397.46 TL= 2,759.45 -----------STRESS ANALYSIS···-········ NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE 11 W2 -3,627 0 1,511 3,929 2.599 54.23 b-2 T!L TED END STRUT V1 S -3,626 0 472 -472 1.000 20.86 4-4 2 W3 -3,626 4,236 1.039 -1.205 ·1.159 24.19 4-4 13 W4 -5,366 4,236 982 1,497 1.524 31.79 5-4 114 4 W5 -5,366 5,962 517 -788 -1.524 31.79 7•41/4 5 W6 -6,437 5,962 412 628 1.524 31.79 9-41/4 6 W7 -6,437 6,790 307 -605 -1.524 31.79 11-41/4 7 W8 -7,023 6,790 202 605 1.524 31:79 13--4 1/4 18 W9 -7,023 7,136 97 -605 -1.524 31.79 15-41/4 9 W10 ·7, 127 7,136 -7 -605 1 .524 31.79 17-4 1/4 10 W10 -7,127 6,998 -112 605 -1.524 31.79 19-41/4 11W9 -6,748 6,998 -217 -505 1.52431.7921-41l4 13 W7 ·5,885 6,377 -427 -651 1.524 31.79 25-4 1/4 112 W8 -6,748 6,377 -322 605 -1.524 31.79 23-41/4 , 14 W6 ·5,885 5,273 -532 811 -1.524 31.79 27-41/4 15 W5 -4,281 5,273 -862 -1,314 1.524 31.79 29-41/4 16 W4 -4,281 3,202 -937 1.428 ·1.524 31.79 31-41/4 I n W3 -2,582 3,202 -1,056 -1,225 1.159 24.19 33-41/4 ·Tit.TED ENO STRUT V1S -2;169 3,202 97 -210 -2.165 45.16 37-85/8 18 W2 -2,769 -0 -1, 154 3,000 -2.599 54.23 34-4 1/2 I -----STDVERTICALS---- 19 SE SQEND 1,589 -1,589 1,000 20.86 20 V1 ENO PNL 97 -472 2.165 45.16 21 V2 INTERIOR 75 -75 1.000 20.86 MAX TC COMPRESSION= -39,527. 72 MAX BC TENSION= 7,136.24 I MAX INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH "" 48.00 I I I I I I . · 22LHSPCL T7-10 RUN ON 7-25-12 FLOREXPO -CARLSBAD, CA----ADDED LOADS I -----· MULTIPLE ANALYSIS SUMMARY---··- MEM TC TEN TC COM BC TEN BC COM WEB TEN WEB COM , 32,400 -36,021 o· o s,s1s o 2 32.400 -36,026 9,366 0 0 -2,869 13 32,400 -37,766 9,366 0 3,483 0 4 32,400 -37,766 13,738 0 0 -2,309 5 32,400 -38,837 13,738 0 1,867 0 6 32,400 -38,837 16,223 0 0 -1,425 I: 7 32,400 -39,423 16,223 0 1,356 0 8 32,400 -39,423 17,374 0 0 -1,356 9 32.400 -39,527 17,374 0 1,356 -605 10 32,400 ·39,527 17,190 0 1,356 0 111 32,400 -39,148 17,190 0 0 -1,356 12 32,400 -39, 148 15;672 0 1,356 0 13 32,400 -38,285 15,672 0 0 -1,668 14 32,400 -38,285 12;819 0 2,110 0 15 32,400 -36,681 12,SHJ O O -3,010 116 32,400 -36,681 7,988 0 3,391 0 17 32,400 -34,982 7,988 0 0 -3,040 18 32,400 -35,169 0 -0 7,661 0 19 0 0 0 0 0 -3,559 20 0 0 0 0 0 -824 12, 0 0 0 0 0 -250 MAXIMUM.UNIFORM LOAD: TOP CHORD= 125 I I I I I .I I I I I I I I LarryW. Lang, P.E. MEMBERSIZES:22LHSPCL T7-10 RUN ON 7-25-12 IFLOREXPO -_CARLSBAD, CA---ADDED LOADS Fy = 50,000.000 Fb = 30,000.000 BENDING LOAD = 125.000 ASSUMED FORCE "' 39,527:728 EUTS1DE DEPTH = 22.000 ASSUMED EFF DEPTH= 20.862 C = 18 REA= 0:4140 y(x):::: 0.4280 Ryy = 1.0373 Rz = 0.2950 TC =38 AREA = 1.0970 Rx = 0. 7'720 Rz ::: 0.4920 Ryy = 1.4353 ly = 0.7100 SI = 0.9211 Ss = 0.3653 Qs -= 0.9964 ACTUAL EFF DEPTH= 20.862 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 39,527.728 BC = 17,374.351 L/Rx = 23.316 USING L :: 24.00 L/Ryy= 25.080 USING L "36.00 L/Rz = 24.390 USING L "'12.00 WITH FILLERS K= 0.75 IFa = 27,645.9 USING L/R= 25.08 F'e= 274,688.66 Cm= 0.97376 MID PANEL MOMENT= 250.000 PANEL POINT MOM = 500.000 MID PANEL fb = 135.703 PANEL POINT ftl = 684.250 fa/Fa = 0.651 BENDING RATIO = 0.004 IMAX LOAD (FILLERS):: 60,967.81 MAX LOAD NO FILL~R= 57,817.10 NO INTERIOR FILLERS REQUIRED TOP CHORD mp= 0.65640USING TC= 38 = 2-1/2X 2·1/2 X .230 I pp= 18,700.53532 MAX SHEAR CK= 4,034.19388 AT JOINT 9 BC STRESS = 20,983.51645 USING BC= 18 = 1-1/2 X 1-1/2 X .145 MAX SHEAR CK= 10,733.19747 AT JOINT 10 I ENDPANELCHECK W= 125 END PANEL CHECK =-LEFT END LENGTH = 50.00 AXIAL LOAD = 36,027.62 AXIAL STRESS fa -= 16,420.97 l a = 21,829.72 F'e = 35,599.65 b PANEL PT "' 3,642.50 fb MID-PANEL = 1,118.41 m "' 0.861 fa/Fa = 0.752 PANEL PT= 20,063.4 MID PANEL= 0.8120 FILLERS L/R= 64.76 IEND PANEL CHECK = RIGHT END LENGTH = . 10.00 ~XIAL LOAD = 35,169.25 AXIAL STRESS fa = 16,029.74 . Fa = 28,168.36 F'e = 889,991.28 fb PANEL PT =-3,030.92 fb MID-PANEL = 747.63 ANEL PT= 19;060.6 M1D PANEL= 0.5944 NQ FILLERS UR-20.32 f m = 0.994 fa/Fa = 0.569 FIRST PANEL CHECK=-RIGHT END LENGTH ::: 52.31 AXIAL LOAD = 34,983.00 AXJAL STRESS fa = 15,944,84 l a = 21,294.49 F'e = 32,521.81 b PANEL PT = 3,030.92 fb MID-PANEL = 818.34 m = 0.803 fa/Fa = 0. 748 PANEL PT= 18,975.7 MID PANEL=0.7919 FILLERS UR= 67.76 ILonoM CHORDL/Rz= 1e2.111 Tc OAURyy = s20.s11 l(.iAX BRIDGING CHECK TC= 20.33' BC= 20.74' MOMENT OF IN~RTIA:a 263.1 LL 360::: 173.7 LEN/360= 1.28" re TENSION STRESS= 14,767.54 I 1, I I I I WEB OESIGN: 22LHSPCL T7-10 RUN ON 7-25-12 I FL07::, -0,~:;x:~~c::oA0:,~o:::,, x 1-112 x .145 •••••• WEB DESIGN •••• ,. I NUMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C W~LD 1 W2 92 1 8,575 9,295 0 600 2.3 5/8" ROD · 2 W3 14 1 0 10,059 2,869 4,987 2.0 1-1/2X1-1/2X.115 3 W4 08 1 3,483 8,029 0 4,103 2.2 1-1f4X 1-1/4X,1l1 4 W5 14 1 0 10,059 2,309 6,077 2.0 1·1/2X1-1/2X.115 15 W6 08 1 1;867 8,029 0 4,103 2.0 1-114X 1-1I4X.1l1 6 W7 09 1 0 9,544 1,425 4,872 2.0 1-1/4X1-1/4X.133 7 W8 08 1 1.356 8,029 0 4,103 2.0 1-1I4X1-1/4X.111 8 W9 08 1 0 8,029 1,356 4,103 2.0 1-1f4X1-1/4X.111 19 W10 08 1 1,356 8,029 605 4,103 2.0 1-1/4,X 1·1/4X.111 10 W10 08 1 1,356 8,029 0 4,103 2.0 1-1/4X 1-1/4 X .111 1T W9 08 1 .Q 8,029 1,356 4,103 2.0 1-1/4X1-1l4X.111 12 W8 08 1 1,356 8,029 0 4,103 2.Q 1-1/4XH/4X.111 13 W7 09 1 0 9,544 1,668 4:872 2.0 1· 1/4 X 1-1/4 X .133 114 W6 08 1 2,110 8,029 0 4,103 2.0 1-1/4Xi-1/4X.111 15W5 141 0 10,059 3,010 6,0772.01-1/2X1-1/2X.115 16W4081 3,391 8,029 0 4,1032.1H/4X1-1/4X.111 17 W3 14 1 0 10,059 3,040 4,987 2.0 1-1/2X1-1/2X.115 118 W2 95 1 7,661 18,220 0 2,305 2.0 7/8" ROD •••• STANDARD VERTICALS--- 19 SE 03 2 B .. 0 12,483 3,559 9,920 2.2 1 X 1 X .109 20 V1 08 1 0 8,029 1,022 2,107 2.0 1-1/4X 1-1[4X.111 21 V2 08 1 0 8,029 447 5,842 2:0 1-1/4 X 1-1/4 X .111 I TOTAL WELD= 114 K = 0.75 MIN·COMP=: 0.25 I I I I I I I I I I I ANGL!; NAME I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS For Steel Joists Considered as Simple-Span Beams Sub·ected to Non-Standard Loads 1 of 2 Job Name: Florexpo Sub'ect: 54G7NSPCL Mark No. G3-1 Job Number: Carlsbad, CA Input Data: Maximum Stress Ratio = 1.05 Joist Data: Designation = JG-series Span, L =. 50.~ ft. Modulus, E = 29,000,000 psi Inertia, Ix= 4,255 in.A4 Original Design or Capacity Loads: Full Uniform: w =:I :::o::::libs.tft. Start End Distributed: b ft. Wb (lbs.If!.) e ft.) we lbs/ft. 1---....... -+-....... _ ........ t--.........., ........ --+....;....;;...,.;.;;;;..;.;;"-I #1: #2: #3: #4: #5: #6: #7: #8: Moments: ...... _c_,_(ft__,_. )_-1-M__,,(ft_-_1b__,_s i ..... #1: #2: #3: #4: New Design Loads: Full Uniform: w =l::::::::llbs./ft. Start End Distributed: b ft. Wb (lbs.If!.) e (ft.) we (lbs/ft.) __ ........ __ ........ _______ .......__'-I #1: #2: #3: #4: #5: #6: #7: #8: ·-··---··--· ...._ ___ .....__ ___ ._ __ __. ___ __, Moments: c (ft.) M (ft-lbs) --......... --1-__,,_..........,. #1: #2: #3: #4: ..__ ___ ...__ __ __. 1 of 2 Nomenclature Point Loads: __ a_.(_ft . .._) __ P_(._lb_s . ..._) _ #1: 5.1771 8,640 #2: 13. 1_8_? .. ~-8,?40 #3: 21.1979 8,640 .. #4: •. ?.~:?~-8-3. 8,~i<L #5: .. }?~2..!f3f3_ 8.~~.o .. #6: 45.2292 8,640 #7: #8: #9: #10: #11: #12: #13: #14: #15: ,...._ ______ ___, Point Loads: a ft. P (lbs.) #1: 5.1771 6,651 #2: _!3.18_?§.: ·-· 8,341 .. #3: 21.1979 6,651 #4: ... .?~:208 __ ~_ 8,341 #5: 37.2188 6,651 #6: ~~?-8,669 #7: #8: #9: #10: #11: #12: #13: #14: ---··· -----· #15:'=" ______ ___, Total 7/27/2012 1:15 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =.,.;! ~2-5-,9-68"'""--,!lbs. RR=! 25,872 !lbs. Minimum Design Web Member Shear: Vw(min) =! 12,984 !lbs, (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 343,225 -Mx(max) = 0.0 *Maximum Deflections: ft-lbs lft-lbs -~(max) = -1.482 in. +~(max) = 0.000 in. @X=~ft. @X=~ft. @X:~ft. @X-~ft. G3-1 ~(ratio)= U409 *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =,-! ;;.;....22-,-16_2 __ -,!lbs. Maximum Moments: +Mx(max) = 300,573 ft-lbs -Mx(max) = 0.0 ft-lbs -*Maximum Deflections: +~(max)= 0.000 in. RR=! 23,143 !lbs. @x:~ft. @X-~ft. @X=~ft. @x=~ft. -~(max)=~1.290 in.: ~(ratio)= _ . *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I--0_.8_9_5_IforShear S.R. -. 0.894for Moment Comments: @X=~ft. @X=~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 7/27/2012 1:15 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENE.RA:L STANDARD jQl$T ANALYSIS 1 of 2 For Steel Joists Considered as Simple-Span .Beams Subiected to _Non-Staodard ~oads. .. Job Name: Florexpo Subject: l54G7NSPCL Mark No. I G3-2 Job Number: Carlsbad, CA Oriainator:l lwl lneut Data: C Maximum Stress Ratio = I 1.05 I ,, e .I Joist Data: b I I Designation = JG-series ~ 'nrf ~-----+M Span, L = 50.5000 ft. we Modulus, E = .29,000,000 psi +wb \ -~ Inertia, Ix = 4,255 in.h4 J, ' ,I. ,I. -l, -l, J, J, -l, J,1,1. +w .~/ "'-,./'-./ "-/"'-,./VI/ · Original Design or CagacirL: Loads: E,IJ L Full Uniform: RL -x RR w=I 0 hbs./ft. Nomenclature Start End Distributed: b (ft.) Wb(lbs./ft.). e (ft.) we iib.s/ft.t Point Loads: a (ft, . P (lbs.). #1: #1: 5.1771 8,640 -·----· #2: #2: 13.1875 8,640 #3: #3: 21.1979 8,640 - #4: #4: 29.2083 8,640 -#5: #5: 37.2188 8,640 ·-#6: #6: 45.2292 8,640 -#7: #7: #8: #8: ---~----·· #9: ··-Moments: C (ft.) M (ft-lbsj #10: ---·--~-----------#1: #11: --·---·-~------#2: #12: #3: #13: -----------..----_, #4: #14: -~-----~---~ = -~~ _ _, #15: New Design Loads: Full Uniform: w=I hbs./ft. Start End Distributed: b (ft.) Wb(ibs./ft.) e (ft.) We (lbs/ft.) -Point Loads: a.(ft. P(lbs.l #1: #1: 5.1771 6,880 -#2: #2: 13.1875 8,800 ---·--6~880-#3: #3: 21.1979 #4: #4: 29.2083 8,800 ------~·-· -6,880·-#5: #5: 37.2188 ----·-9J22·-#6: #6: 45.2292 #7: #7: ~---~- #8: #8: --·-----·---#9: Moments: C (ft.) M (ft-lbs) #10: ----------~ #1: #11: ---------------·-#2: #12: -#3:. #13: --~--------#4: #14: .... _,, _______ ----~ . -· #15: Total 1 of2 7/27/2012 1:16 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL _=·,;.;, ;;.;..2_5-,9-68---,libs. RR =l 25,872 libs. Minimum Design Web Member Shear: Vw(min) =! 12,984 libs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 343,225 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -~(max) = -1.482 in. +~(max) = 0.000 in. ~(ratio)= U409 @X =~ft. @X-~ft. @X:~ft. @X-~ft. G3-2 *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =,;.;l '-2-3-,2-0-4---,hbs. Maximum Moments: +Mx(max) = 316,293 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections: -~(max) =~1 .357 . in. +~(max) = 0.000 in. -~(ratio)= RR =l '24,759 !lbs. @X =~ft. @X-~ft. @X:~ft. @X-~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. :1 OJ~57 'for Shear S.R. -.__ -o-_--'-95-7--ifor Moment Comments: @X:~ft. @X-~ft. The Steel Joist Institute allows a Maximum Stress Ratio of1.01. 2 of 2 2of2 7/27/2012 1:16 PM I I I I I I I I I I ·1 I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS "" of 1 2 For Steel Joists Cpnsid~red as Simple-Span Beams Subiected to Non:-.Startdard loads Job Name: Florexoo Subject: l54G7NSPCL Mark No. G4-1 Job Number: Carlsbad, CA OriQinator:l lwl lneut Data: C Maximum Stress Ratio = I 1.0p -I " e I Joist Data: b I I Designation = JG-series 7 I~~---+~ Span, L = 50.5000 ft. we Modulus, E = 29,000,000 psi r +wb , __ Inertia, Ix = 4,255 in/'4 -1, -1, ,J, -1, -1, -1, -1, -1, v -1,/,J, +w --~/"'-../"'-../ '-/ "'-../ vv,~ Original Design or Ca12acit~ Loads: EIJ ' L Full Uniform: RL -x RR w=I 0 hbs./ft. Nomenclature Start End Distributed: b (ft.) Wb (lbs./ft.) e /fU We ·/lbs/ft. l Point Loads: a /ft.l P (lbs.) #1: #1: 4.8229 9,510 #2: #2: 12.8333 9,510 #3: #3: 20.8438 -9,510 ---#4: #4: 28.8542 9,510 #5: #5: 36.8646 9,510 --------- #6: #6: 44.8750 9,510 --#7: #7: ----------·-----#8:, #8: ---------~---·-------#9: ----____ _,_ Moments: C (ft.) M (ft-lbs) #10: --------------#1: #11: --~-------.. ~ ..... ·-.. _,. #2: #12: ----------· #3: #13: -------__ , __ -----------#4: #14: ----------------#15: New· Design Loads: Full Uniform: w=I libs.If!. Start ·End Distributed: b (ft.) wb(lbs.tft.l e /ft.) ·we (lbs/ft:l Point Loads: a /ft.l P (lbs.) #1: #1: 4.8229 8,669 #2: #2: 12.8333 -7)48----·---#3: #3: 20.8438 7,?J.1 ___ #4: #4: 28.8542 6,851 -------7,511·-#5: #5: 36.8646 ---~-----#6: #6: 44.8750 -~~§_1__ -----#7: #7: --------------·-#8: #8: ·-~---------~ #9: Moments: M (ft-lbs) ----------... --~~ --C (ft.) #10: ---------------··· #1: #11: ------------------· #2: #12: -----#3: #13: ·---------------------#4: #14: -------------~ --"-~-#15: Total 1 of2 7/27/2012 1:21 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =!.,. -2-8-,9-8_3__,!lbs. RR=! 28,077 !lbs. Minimum Design Web Member Shear: Vw(min) =! 14,492 !lbs. (50% of maximum end reaction for H~series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 379,210 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -Ll(max) = -1.630 in. +Ll(max) = 0.000 in. @x:~ft. ($lX"'"~ft. @x:~ft. @X-~ft. G4-1 Ll(ratio) = U372 *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =.-! -23_,4_5_0_!lbs. Maximum Moments: +Mx(max) = 291,824 _ ft-lbs -MX(max) = 0.0 ft-lbs RR=! 21,192 !lbs. @X=~ft. @X=~ft: @X:~ft. @X-~ft. *Maximum Deflections: -Ll(max) =~1.261 in. +Ll(max) = 0.000 in. Ll(ratio) = *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. : ~_0_.8_0_9_Ifor Shear S.R. -. 0.809for Moment Comments: @x:~ft. @X-~ft. The Steel Joist Institute allows a Maximum Stress Ratio of1.01. 2 of 2 2of2 7/27/2012 1 :21 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL StANDARD JOISTANALYSIS 1 of 2 For Steel Joists Gon_sidered as Simple~span Beams -Subiected to. Non-Standard Lqads- Job Name: Florexpo Subject: l54G7NSPCL Mark No. G10-1 Job Number: Carlsbad, CA Originator:llwl lneut Data: C · Maximum Stress Ratio = I 1.05 I e I Joist Data: b I I besignation = JG-series ~ I --Span, L = 50.5000 ft. +P 1rffftf-+M we Modulus, E = 29,000,000. psi t+Wb \ ,->- Inertia, Ix = 4,255 in.A4 J, J, J, J, J, J, J, J, J,/,J, +w ~/"-./"-./ ,/ "-/ V// ' Original Design or Caeaci~ Loads: E,IJ' L Full Uniform: . RL -x RR w=I 0 hbs./ft. Nomenclature Start End Distributed: b (ft) Wb (lbs./ft.). . e m.i : _ We (lbs/ft .. ) Point Loads: a (ft.l P (lbs.) #1: #1: 4.8229 ~.640_ -----#2: #2: 12.8333 8,640 #3: #3: 20.8438 8,640 #4; #4: 28.8542 8,640 #5: #5: 36.8646 8,640--------8,640--#6: #6: 44.8750 ·-----·-#7: #7: -------#8: #8: -------·------·---#9: Moments: C (ft.) M (ft-(bs) #10: --------#1: #11: --------~--~-#2: #12: #3: #13: ·-----------·------__ ,. #4: #14: ----·-----------· -#15: New Design Loads: Full Uniform: w=l l1bs./ft. Start End Distributed: b (ft.) Wb(lbs./ft.) e(ft.) We , (I b_s/ft.) . Point Loads: a (ft.) -P (lbs.) #1: #1: 4.8229 9,722 __ #2: #2: 12.8333 6,880 ----a,aoo'-#3: #3: 20.8438 #4: #4: 28.8542 6,880 #5: #5: 36.8646 8,800 ___ ---__ ,.. __ #6: #6: 44.8750 6,880 #7: #7: ----------------~ #8: #8: ·---·-------· #9: -----Moments: C (ft.)· M (ft-I1:is) #10: -----------~ ~ #1: #11: ----------------#2: #12: #3: #13: ------------#4: #14: ·-·----------------#15: Total 1 of2 7/27/2012 1:22 PM I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =!,..;.;-2-6-,3-3-2--,hbs. RR=! 25,508 !lbs. Minimum Design Web Member Shear: Vw(min) =! 13,166 hbs. (50% of maximum end reaction for H-seriesjoists per SJI Spec's.) Maximum Moments: +MX(max) = 344,519 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections: -t.(max) = -1.481 in. +t.(max) = 0.000 in . .6(ratio) = U409 ·@X=~ft. @X-~ft. @X:~ft. @X-~ft. G10-1 *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =,...! -2-5-,1-8-5--,!lbs. ·Maximum Moments: +Mx(max) = 314,070 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -t.(max) =~1 .354 in. +t.(max) = 0.000 in. .6(ratio) = RR=! 22,778 !lbs. @ X =~ft. @x=~ft. @ X =~ft. @X=~ft . *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 0.956 lfor Shear S.R. -. 1--0-.-95-6---ifor Moment Comments: @ X :C]]uft. @X-~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 7/27/2012 1:22 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS 1 of 2 For Steel Joists Considered as Simple-Span Beams Subjected to_ Non-Standard Loads Job Name: Florexpo Subject: l54G7NSPCL Mark No. G11-1 Job Number: Carlsbad, CA Orioinator:llwl lneut Data: C Maximum Stress Ratio = I 1.05 I e I Joist Data: b I I Designation = JG-series ~ +w)nrrrr ___ +~ Span, L = 50.5000 ft. we Modulus, E = 29,000,000 j:>si --Inertia, Ix = 4,255 in,A4 -J,' -J, -J, -J, -J, -J, -J, -J, J,/J, ·--+w ~/"'-./"-./ '-../ "'-./V//, Original Design or Caeaci~ Loads: EIJ ' L Full Uniform: RL i----x RR w=I 0 hbs./ft. Nomenclature Start End Distributed: b(ft.) Wb (lbsJft.) _e_ (ft.\ We /lbs/ft.) Point Loads: a (ft.) P (lbs.) #1: #1: 2.4375 -~._640 ___ #2: #2: 10.4479 8,640 #3: #3: 18.4583--8,640-- #4: #4: 26.4688 8,640 #5: #5: 34.4792 8,640 #6: #6: 42.4896 8~640---#7: #7: ----··----·-__ .. ____ #8: #8: -------------~ #9: Moments: C (ft.) M (ft-lbs) · #10: -------------- #1: #11: --------· #2: #12: ------------#3: #13: -------------~ #4: #14: ----~---#15: New Design Loads: Full Uniform: w=I hbs./ft. Start End Distributed: b (ft.) Wb (lbs./ft.) e rft.l We Obs/ft.) , Point Loads: a.(ft.) P (lbs.) #1: #1: 2.4375 7,150 #2: #2: 10.4479 7,794 #3: #3: 1&4583 8,814 #4: #4: 26.4688 7,794 #5: #5: 34.4792 8,528 -w---~--#6: #6: 42.4896 _1568 _ ----#7: #7: -------------#8: #8: ---------#9: Moments: C (ft.) M (ft-lbs) #10: --------------#1: #11: ----------#2,: #12: -#3: #13; ----#4: #14: ,. -----#15: -Total 1 of2 7/27/2012 1:30 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reaction.,;.s ... : ___ _ RL =! . 28,780 !lbs. RR=! 23,060 !lbs. Minimum Design Web Member Shear: Vw(min) =! 14,390 libs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 346,521 ft-lbs -MX(max) = 0.0 ltt0lbs *M~ximum Deflections: -Ll(max) = -1.460 in. +Ll(max) = 0.000 in. Ll(ratio) = U415 @X=~ft. @X.=~ft. @x:~ft. @X-~ft. G11-1 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reaction_s_: ___ _ RL =! 26,194 !lbs. Maximum Moments: +Mx(max) = 326,018 ft-lbs -MX(max). = 0.0 ft-lbs *Maximum Deflections: +Ll(max) = 0.000 in. Ll(ratio) = RR =1: 21,455 !lbs. @ X =~ft. @X-~ft. @X=~ft. @X-~ft. -Ll(max) =§!§1 .375 in. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R, : I 0.963 lfor Shear S.R. _i-_ -0-.9-4-7--i;for Moment Comments: @x:~ft. @ X -[J]}[Jft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 7/27/2012 1 :30 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS 1 of 2 For Steel Joists Considered as Simple-Span Beams Subiected to Non-Standard ·Loads. Job Name: Florexpo Subject: l54G7NSPCL Mark No. G12-1 Job Number: Carlsbad, CA Originator:llwl lneut Data: C Maximum Stress Ratio = I 1.05 I e I Joist Dat51: b I I Designation = JG-series ~ I --Span, L = 50.5000 ft. +P 'nffrf-+M We Modulus, E = 29,000,000 psi t+wb \ _,_ Inertia, Ix= 4,255 in.A4 J, J, J, J, J, J, J, J, ,l,I J, _._ +w ~/"-.../"-.../ '-./ ,/V//' Original Design or Caeaci!:£ Loads: E,IJ L Full Uniform: RL. -x RR w=I 0 hbs./ft. Nomenclature Start End Distributed: b (ft.) Wb (lbs.lft.) e (ft:.J We/lbs/ft.) Point Loads: a (ft.) P (lbs.) #1: #1: 8.0104 8,640 --~-~----#2: #2: 16.0208 8,640 ------8,640 #3: #3: 24.0313 #4: #4: 32.0417 7:640-· #5: #5: 40.0521 8,640 #6: #6: 48.0625 8,640 ___ #7: #7: -·---#8: #8: --~--· #9: ·------------Moments: C (ft.) M (ft-lbs) #10: ---···--,----··-. ---.--·-· #1: #11: ------------#2: #12: ---------#3: #13: ----~---~----... ~ ·- #4: #14:. ---·-#15: New ·Design Loads: Full Uniform: w=I hbs./ft. Start End Distributed: b (ft.) Wb(!bs./ft.) e m.1 We (I bs/ft.) · Point Loads: a (ft.J --P (lbs.) #1: #1: 8.0104 7,794 #2: #2: 16.0208 -8,754 - #3: #3: 24.0313 --7~794-- #4: #4: 32.0417 ~.~~~------#5: #5: 40.0521 7,568 #6: #6: 48.0625 -8,193·- #7: #7: --------~-----#8: #8: ----~~ #9: Moments: __ C (ft.) M (ft-lbs) _. #10: -------------#1: #11: -------.... -----~----·~ #2: #12: #3: #13: ---#4: #14: -·-·--·-· ---------·--. #15: Total 1 of2 7/27/2012 1:32 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: · RL =.-! -23-,0-6-0----,hbs. RR =l 28,780 !lbs. Minimum Design Web Member Shear: Vw(min) =! 14,390 hbs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 346,521 ft-lbs ~MX(max) = 0.0 ft-lbs *Maximum Deflections:- -fi(max) = -1.460 in. +fi(max) = 0.000 in. Ei(ratio) = L/415 @X=~ft. @X-~ft. @x:~ft. @X-~ft. G12-1 *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New. Design Loads: End Reactions: RL :;:.-L-21_;_72_0......,hbs. Maximum Moments: +Mx(max) = 326,966 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections: -L'i(max) =~1.379 in. +L'i(max) = 0.000 in. L'i(ratio) = RR=! 26,972 libs. @X =~ft. @X-~ft. @X=~ft. @X-~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. :1 ~-966 lforShear S.R. -.--0-.9-5_1_ for Moment Comments: @ X =~ft. @X =[J]]Dft. .The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 7/27/2012 1 :32 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOISTANA1,.Y$1S 1 of 2 For Steel Joists Considered as Simple-Span Beams Subjected to Non-Standar<t Loads. .. Job Name: Florexpo Subject: l54G7NSPCL Mark No. G16-1 Job Number: Carlsbad, CA OriQinator:l lwl · lneut Data: C Maximum Stress Ratio = . I 1.05 I e I Joist Data: b I Designation = JG-series l --Span, L = 50.5000 ft. +P 1rrrrrr..-+M we Modulus, E = 29,000,000 psi +wb \ --Inertia, Ix = 4,255 in.A4 .J, .J, ,J, .J, .J, .J, .J, .J, .J,J,J, ,-,...+w ,~/,/""-./ '-./ ""-./V//, Original Design or Caeacitlt'. Loads: E,IJ L . Full Uniform: RL ~ x RR w=I 0 hbs./ft. Nomenclature Start End Distributed: b (ft.) Wb(lbs./ft.) .e (ft\ we :obs/fl.) . Point Loads~ a (ft.) P {lbs.) #1: #1: 5.1771 8,640 #2: #2: . 13.1.875 8,640 #3: #3: 21.1979 8,640 #4: #4: 29.2083 8,640 ---8,~ #5: #5: 37.2188 -----8,640 ... #6: #6: 45.2292 #7: #7: --------#8: #8: #9: Moments: C {ft.) M (ft01bs) #10: ·-#1: #11: ·-------~----·-#2: #12: #3: #13: -----~ ----·---·---#4: #14: ·-----~--·-·-·-#15: New Design Loads: Full Uniform: w=I hbs./ft. Start End Distributed: b (ft.) Wb(lbs./ft.) e /ft.l We Obs/ft.) Point Loads: . a (ft.) P (lbs.) #1: #1: 5.1771 6,931 #2: #2: 13.1875 8,800 ----~---6,880-· #3: #3: 21.1979 #4: #4: 29.2083 _8,8Q_Q__ #5: #5: 37.2188 6,880 #6: #6: -452292 -9,72?=--~ #7: #7: ---------------~ #8: #8: ---#9: Moments:. C (ft.) .M (tHbs) #10: ----.------------#1: #11: ---------#2: #12: --#3: #13: --------------·-#4· #14: ---·----~---#15: Total 1 of2 7/27/2012 1:17 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or.Capacity Loads: End Reaction ... s""": ___ _ RL =! 25,968 !lbs. RR =I 25,872 !lbs. Minimum Design Web Member Shear: Vw(min) =! 12,984 !lbs. (50%-of maximum end. reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 343,225 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections:. -~(max) = -1 :482 in. +~(max) = 0.000 in. @x:~ft. @X-~ft. @x:~ft. @X-~ft. G16-1 ~(ratio)= U409 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =,...! ;;.;._ -23-,-24-9--,!lbs. Maximum Moments: +MX(max) = 316,404 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections: +~(max) = · 0.000 in. RR=! 24,765 !lbs. @x:~ft. @X-~ft. @X=~ft. @X=~ft. -~(max) =~1 .358 in. ~(ratio)= *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. :1 · 0.957 lforShear S.R. -_--0-:9_5_7_ for Moment Comments: @x:~ft. @X-~ft. The Steel Joist Institute allows a Maximum Stress Ratio of1.01. 2 of 2 2 of2 7/27/2012 1:17 PM I I I I I I I I I I, I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS . 1 of 2 For Steel Joists Considered as Simple-Span Beams Subiected to Non-Standard loads .. Job Name: Florexpo Subject: l54G7NSPCL Mark No. G16-2 Job Number: Carlsbad, CA Orii:iinator:llwl lnQut Data: C Maximum Stress Ratio = I 1.05 I e I Joist Dati!: . b I I Designation = JG-series ~ +wJ-rrrrr-----+~ Span, L = 50.5000 ft. we Modulus, E = 29,000,000 psi -- Inertia, Ix = 4,255 in.A4 ,le ' ,le '1, ,le ,le ,le ,le ,le ,l-1'1, ·--+w ~ / "-../ "-../ '-./ "-../ V/./ Original Design or CaQaci~_ Loads: E,IJ L Full Uniform: RL ~x RR w=I 0 hbs./ft. Nomenclature Start End Distributed: .. b (ft.) Wb (lbs./ft.) . e (ft.) We (lbsift.) Point Loads: .a(ft.). P (lbs.) #1: #1: 5.1771 8,640 ----8~640-#2: #2: 13.1875 #3: #3: 21.1979 8,640 #4: #4: 29.2083 8,640 #5: #5: 37.2188 8,640 -------#6: #6: 45.2292 !!,640 #7: #7: -#8: #8: #9: --·--··---Moments: C (ft.) M /ft-lbs) #10: -------------#1: #11: ----#2: #12: #3: #13: --------·---------~~----#4: #14: -·-----------..---~ ---- #15: New Design Loads: Full Uniform: w=I hbs./ft. Start End Distributed: b (ft.) Wb(lbs./ft.) e (ft.) we (lbs/ft:) Point Loads: a (ft) P (lbs. #1: #1: 5.1771 8,020 -#2: #2: 13.1875 7,783 #3: #3: 21.1979 --8,105 #4: #4: 29.2083 __ g,.!.1§_ ---~~---- #5: #5: 37.2188 8,156 #6: #6: -4['2292 10,206 #7: #7: ---------·-#8:, #8: -~---~ ·------#9: ----· -------Moments: C .(ft.) . M (ft-lbs) #10: ---------#1: #11: --~-----------#2: #12: #3: #13: -----------------·--#4: #14: ------------·------· #15: Total 1 of2 7/27/2012 1:18 PM I I I I I I I 1. I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =,..! -25-,9-6_8 __ _,!lbs. RR=! 25,872 !lbs. Minimum Design Web Member Shear: . Vw(min) =l 12,984 !lbs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +MX(max) = 343,225 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -~(max) = -1.482 in. +~(max) = 0.000 in. @x:~ft. @X-~ft. @X=~ft. @X=~ft. G16-2 ~(ratio)=· U409 *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =!,.. -24-,-70_5__,!lbs. Maximum Moments: +Mx(max) = 339,244. ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: RR=! 26,682 !lbs. @x:~ft. @X-~ft. @x:~ft. @X-~ft. -~(~ax) =~1 .451 in. +~(max) = 0.000 in. ~(ratio)= *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in orderto more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. : , __ 1._0_31 _ _,,for Shear S.R. -_ 1.031torMoment Comments: @x:~~- @x-~ft. Th~ Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 7/27/2012 1:18 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL STANr;>ARD JOIST ANALYSIS 1 of 2 For Steel Joists Considered as Simple-Sp-an -Beams Subjected to "'on-Standard Loads .. Job Name: Flcirexoo Subject: l54G7NSPCL Mark No. G17-1 Job Number: Carlsbad, CA Orioinator:l lwl lneut Data: C Maximum Stress Ratio = I 1.05 I e .I Joist Datj!: b I I Designation = JG-series 7 I ----Span, L = 50.5000 ft. . +P 1nrrrr--+M we Modulus, E = 29,000,000 psi t+Wb , \ --Inertia, Ix = 4,255 in."4 ,,I. • ,,I. J, ,,I. ,,I. ,,I. ,,I. ,,I. ,,1./J, .-.... +w ~~/,/,/ ,/ ,/V// Original Design or Caeacitl Loads: E,IJ L Full Uniform: RL ..-x RR w=I 0 !1bs./ft. Nomenclature Start End Distributed: b (ft.} Wb (lbs./ft.} . e /ft.l We Jibs/ft.) Point Loads: a /ft.) . · P (lbs.) .. ·-#1: #1: 4.8229 8,640 #2: #2: 12.8333 8,640 #3: #3: 20.8438 8,640 #4: #4: 28.8542 8,640 #5: #5: 36.8646 8,64() #6: #6: 44.8750 8,640- #7: #7: ~·-~ -----#8: #8: ---~----~-----~-#9: ---· Moments: C (ft.) M (n-1bs) #10: ----------·-#1: #11: -----#2: #12: #3: #13: -----· -~-------~· #4:• #14: ----~-------------#15: New Design Loads: Full Uniform: w=L hbs./ft. Start End Distributed: b (ft.} Wb (lbs./ft.} e lft.l we Obs/ft.}· Point Loads: · a (ft.l P(lbs.) #1: #1: 4.8229 9,722 #2: #2: 12.8333 6,880 #3: #3: -20.8438---8,806-- #4: #4: 28.8542 6,880- #5: #5: 36.8646 8,800·- #6: #6: 44.8750 6,ifoo- #7: #7: -----~---#8: #8: -·-----~----#9: ---Moments: C (ft.) M (ft-lbs) #10: -----------------~ ·---· #1: #11: ·---~---~-------#2: #12: #3: #13: -----#4: #14: -. -#15: Total 1 of2 7/27/2012 1:24 PM I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =,..! -26-,-3_3_2__,!lbs. RR=! 25,508 !lbs. Minimum Design Web Member Shear: Vw(min) =! 13,166 !lb$. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) =I 344,519 ft-lbs -Mx(max) = 0.0 ft-lbs · *Maximum Deflections: -L\(max) = -1.481 in. +L\(max) = 0.000 in. @ X =~ft. @X-~ft. @'X_=~ft. @X=~ft. G17-1 L\(ratio) = U409 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =!.-;.__25-,-18-5--,!lbs. Maximum Moments: +Mx(max) = 314,070 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -L\(max) = -1.354 in. +L\(max) = 0.000 in. RR=! 22,778 !lbs. @x:~ft. @ X -~ft. @x:~ft. @X-~ft. L\(ratio) =,__ ___ ...... *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. : ~· _0_._95_6_-i,for Shear S.R. -. 0.956for Moment Comments: @X=~ft. @ X -~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 7/27/2012 1 :24 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL STANPARP JOIST ANALYSIS 1 of 2 For Steel Joists Considered ~s Simple-Span B·eams Subiected .to ,Non~standard Loads · Job Name: Florexpo Subject: l54G7NSPCL Mark No. G17-2 Job Number: Carlsbad, CA Originator:llwl lneut Data: C Maximum Stress Ratio = I 1.05 I e I Joist Dat51: b I I Designation = JG-series i I --Span, L = 50.5000 ft. +P 1r-rrrrr-+M we Modulus, E = 29,000,000 psi +wb \ --Inertia, Ix = 4,255 in,"4 ,I, ; ,I, ,l, ,I, J, J, J, ,I, J,/J, ,--+w ~/,/ ,/'-../'-../VI/ Original Design or Caeacib'. Loads: E,IJ L Full Uniform: RL ~x RR w=I 0 hbs./ft. Nomenclature Start End Distribute<t: b (ft.) . Wb. (lbs.If!.) . e (ft.l We ilbs/ft.) Point Loads: a (ft.) P (lbs.) #1: #1: 4.8229 8,640 #2: #2: 12.8333 8,640 #3: #3: 20.8438 8,640 #4: #4: 28.8542 8,640 #5: #5: 36.8646 8,640 #6: #6: 44.8750 8,640-- #7: #7: ---#8: #8: ---·--------#9: --------·----~ .... -Moments: C (ft.) M(ft-lbs) #10: -~-~--~-------·· -~--#1: #11: --··----------#2: #12: ---· #3: #13: --~·-------·---., #4: #14: -~------#15: New Design Loads: Full Uniform: w=I hbs./ft. Start End Distributed: b (ft.) Wb (lbs./ft.) . e Cft.l , We (lbs/ft.),· Point Loads: a (ft.l . P (lbs.) #1: #1: 4.8229 10,206 #2: #2: 12.8333 8,156 #3: #3: 20.8438 9,442 -#4: #4: 28.8542 8,482 --~----... 9,442 -#5: #5: 36.8646 #6: #6: 44.8750 8,482- #7: #7: ----· #8: #8: ---#9: Moments: C (ft.} M (ft-lbs) #10: -----. #1: #11: -#2: #12: -· #3: #13; ·--------#4: #14: ---~-· #15: Total 1 of2 7/27/2012 1:25 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reaction ... s_: ___ _ RL =! 26,332 !lbs. RR=! 25,508 !lbs. Minimum Design Web Member Shear: Vw(min) =! 13,166 !lbs. (50% of maximum end reaction for H-seriesjoists per SJI Spec's.) Maximum Moments: +Mx(max) = 344,519 ft-lbs -Mx(max) =I 0.0 ft-lbs *Maximum Deflections: -L'i(max) = -1.481 in. +L'i(max) = 0.000 in. @x:~ft. @X-~ft. @x:~ft. @X-~ft. G17-2 L'i(ratio) =. U409 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reaction .. s_: ___ _ RL =! 27,990 !lbs. Maximum Moments: +Mx(max) = 356,045 ft-lbs -Mx(max) = 0.0 ft-lbs RR=! 26,221 !lbs. @x:~ft. @X-~ft. @X=~ft. @X=~ft. *Maximum Deflections: -L'i(max)=~1.535 in. +L'i(max) = 0.000 in. L'i(ratio) = *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. · Maximum Stress Ratios: S.R. =l--1._0_6_3_1forShear S.R. -_ 1.063for Moment Comments: @X:~ft. @X-~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 7/27/2012 1 :25 PM ILarry W. Lang, P.E. STRESS ANALYSIS: 54VG7NSPCL 017-2 FLOREXPO • CARLSBAD, CA ---ADDED LOADS RUN ON 7-26-12 IBASE LENGTH WORKING LENGTH bEPT.H 50-11/2 49°91/2 54 52,185 EFF DEPTH BC PANLS LE= 4-7 5/8 5 BC PANELS AT 8-0 1/8 RE= 5· 5 3/8 ·1TC PANLS LE= 4-7 5/8 RE= 5-5 318 FlRST HALF LE= 4-0 SPECIAL 1ST COMP RE= 4-0 FIRST DIAG LE= 8-7 5/8 RE= 9-5 3/8 IDEPTHS LE= 54.000. CENTERLINE= 54.000 RE= 54.000 JOIST GIRDER DESIGN: 0 LB CONC LOAD AT VERTICAL T.C PANELPTS LOAD @ BOTH BRGS IPT LOAD OF 10,206 LBS AT PANEL PT 2 4.64'LE 45.49'RE PT WAD OF 8,156 LBS AT PANEL PT 4 12.64'LE 31.48'R.E PT LOAD OF 9,442 LBS AT PANE;.l PT 6 20,65'LE 29.47'RE PT LOAD OF 8,482 LBS AT PANEL PT 8 28.66'LE 21.46'RE IPT LOAD OF 9,442 LBS AT PANEL PT 10 36.67'LE 13.45'RE PT LOAD OF 8,482 LBS AT PANEL PT 12 44.68'LE 5.45'RE UNIFORM TC LOAD= 0 UNIFORM BC LOAD:::: 0 . REACTIONS R1;, +28,007.39 R2= +26,202.61 MIN SHA= 7,00-1 .85 TL= 54,210;00 ---STRESS ANAL YSlS -------- INO MEM TC F BC F SHEAR Wl;B F CSC WEB L PP DISTANCE 1 W2 -28,780 D 28,007 40,158 1.433 74.82 0-2 . 2 W3 -28,780 45,.154 1.7,801 -24,186 ·1.358 70.90 4-7 5/8 3 W4 -61,549 45,154 17,801 24,201 1.359 70.94 8-7518 14 ws ·61,549 70,432 9,645 -13, i 12 -1.359 70.94 12-7 5/8 5 W6 -79,316 70,432 9,645 13, 112 1.359 70.94 16-7 3/4 6 W7 -79,316 79,503 203 -9,519 -1.359 70.94 20-7 3/4 7 W7 -79,690 79;503 203 9,519 1.359 70.94 24-7 718 8 W6 -79,690 72,066 -8,278 11,254 -1.359 70.94 28-77/8 19 WS -6-(441 72,066 -8,278 -11,254 1.359 70.94 32-8 10 W4 -64,441 48,120 -17,720 24,091 -1.359 70.94 36-8 11 W3 ·;31,821 48,120 -17.720 -24,076 1.358 70.9040·81/8 12 W2 ·31,821 0 ·26,202 41,220 -1.573 82.09 44-81/8 I ---·-STD VERTICALS -·-· 13 SE SQ END 28,007 -28,007 1.000 52.-18 14 V1 END PNL 8,482 -8,482 1.0D0 52.18 15 V2 INTERIOR 9,442 -9,442 1.000 52.18 . MAX TC COMPRESSION= -79,690.66 MAX BC TENSION::: 79,503.33 IMAX INT TC PANEL LENGTH = 48.06 MAX INT BC PANEL LENGTH = 96.13 I I I I I I I I I Larry W. Lang, P.E. MEMBER SIZES: 54VG7NSPCL G17-2 RUN ON 7-26-12 IFLOREXPO -CARLSBAD, CA--·-ADDED LOADS Fy = 50,000.000 Fb = 30,000.000 BENDING LOAD = 0:000 ASSUMED FORCE = 79,690.662 OUTSIDE DEPTH = 54.000 ASSUMEDEFFbEPTHa, 52.185 IBC =42 AREA": 1.3100 y(x) = 0.8340 Ryy = i .6282 Rz = 0.5940 TC =51 AREA= 1.9270 Rx = 1.0860 Rz a: 0.6910 Ryy = 1.8365 ly = 0.9810 SI = 2.3170 Ss = 0.9023 Qs = 0.9545 ACTUAL EFF DEPTH= 52.185 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 79,690.662 BC = 79,503.337 L/Rx = 44.256 USING L = 48.06 1./Ryy= 52.339 USINGL = 96.12 L!Rz = 34.777 USING L = 24.03 W1TH FILLERS K= 1.00 IFa = 23,073.6 USING L/R= 52.33 F'e= 76,242.98 Cm-0.00000 MAX LOAD (FILLERS)= 89,815.22 MAX LOAD NO FILI.ER= 79,191.99 FILLER PANELS REQD = 4 MIN WELD LEN 2X = 0.572 ITC {fa/Fa) = 0.89614 USING TC= 51 = 3-1/2 X 3-112 X .287 MAX SHEAR CK= 10,887.13683AT JOINT 7 BC STRESS = 30,344.78516 USING BC:= 42 = 3 X 3X .227 ................ CHORDS OVERSTRESSED•••••••• .. ••••••• I ................ BOTTOM CHORD SHEAR OVERSTRESSED* .................. . IJOINT 2: P= 28.78K V= 28.00K f= 21.28ksi ALLOWABLE LOAD FOR OUTSTANDING LEG BENDING (K) SEATWIDTH 3.00 3.50 4.00 4.50 5.00 5.50 6.00 8.00 IPall{TL) 7.27 7.45 7.64 7.82 8.01 8.19 8.38· 9.12 Pall (2L) 14.54 14.90 15.28 15.64 16.02 16.38 16.76 1~.24 I END PANEL CHECK W= 0 ND PANEL CHECK = LEFT END LENGTH -= 53.63 XIAL LOAD = 28,780.23 AXIAL STRESS fa = 7,467.62 Fa = 18,933.26 F'e = 61,245.78 · fb PANEL PT = 0.00 fb MID-PANEL = 0.00 11cm = 0.963 fa/Fa = 0.394 . IPANEL PT= 7,467.6 MID PANEL= 0.3944 NO FILLERS UR= 77.60 END PANEL CHECK = RIGHT END LENGTH = 63.37 EIAL LOAD = 31,821.21 AXIAL STRESS fa = 8,256.67 = 16,248.69 F'e = 43,850.53 PANEL PT "' 0.00 fb MID-PANEL = 0.00 Cm = 0.943 fa/Fa = 0.508 I PANEL PT= 8,256.6 MID PANEL= 0.5081 NO FILLERS UR= 91.71 BOTTOM CHORD L/R2= 161.826 TC OAL/Ryy = 325.338 MAX BRIDGING CHECK TC= 26.01' BC-32.56' MOMENT OF INERTIA-4,254.3 LL 360=1,287.5 LEN/360= 1.66" I •••*•****0 •••••cHORDS OVERSTRESSEo•••••••••••••••• 1 ................ !30TTOM CHORD SHEAR OVERSTRESSED*•••••••••*"• .. • JOINT 2: P= 28.78K V= 28.00K f= 21.28ksi I ................ OVERSTRESS IN DESIGN········'*·***** I I I lEB DESIGN, 54VG7NSPCL G17-2 RUN-ON 7-26-12 FLOR EXPO -CARLSBAD, CA···· ADDED LOADS I TC= 51 = 3-1/2 X 3-1/2 X .287 BC= 42 = 3 X 3 X .227 ------WEB DESIGN ------ _UMBER SIZE QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD W2 39 28 40,158 71,992 0 36,77414.5 2-1/2X2-1/2X.250 W3 34 2B O 57,327 24,186 30,995 8.7 2-1/2X2-1/2X.197 ANGLE NAME 3 W4 22 2 B 24,201 32,057 0 12,343 11.9 2X2X .137 4 WS 22 2B O 32,057 13,112 12,343 6.5 2X2X.137 • ... ABOVE WEB OVERSTRESSED**** 769-LBS 7 .7 % ______ .,. W6 22 28 13,112 32,057 0 12,343 6.5 2X2X.137 W7 22 2 B 0 32,057 9,519 12,343 4.7 2_X 2 X .137 7 W7 22 2 B 9,519 32,057 0 12,343 4,7 2 X 2 X .137 8 W6 22 2 B 11,254 32,057 0 12,343 5.6 2X2X.137 ~ WS 22 2B O 32,057 11,254 12,343 5.6 2X2X.137 0 W4 22 2 B 24,091 32,057 0 12,34311.9 2 X 2 X .137 1 W3 34 28 0 57,327 24,076 30,995 8.7 2-1/2X2-1/2X.197 12 W2 39 2B 41,220 71,992 0 31,44314.9 2-1/2X2-1/2X.250 I --STANDAR0 VERTICALS •••• 3 SE 29 2 B .O 48,904 28,007 29,335 10.1 2 X 2 X .213 4 V1 17 2 6 0 23,937 8,482 9,379 4.2 1-112 X 1-1/2 X .138 15 V2 17 2 B O 23,937 9,442 9,379 4.7 1-1/2 X 1-1/2 X .138 •••• ABOVE WEB OVERSTRESSED•••• 62 LBS 2.1 % -----0 J<. IOTAL WEL.D= 276 K" 1.00 MIN COMP= 0.25 I I I I I I I I I I I I F I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS 1 of 2 For Steel Joists Considered. as SimpJe-$pan aeams .. Subjected to Nori-Standard l-oads Job Name: Florexoo Subiect: l54G7NSPCL Mark No. G18-1 Job Number: Carlsbad, CA Oriqinator:I lwl ' lneut Data: C Maximum Stress Ratio = I 1.05 I e .I Joist Data: b I Designation = JG-series ~ __ ..-..- Span, L = 50.5000 ft. +P t +wb 1r-rrf~ +M We Modulus, E = 29,000,000 psi \ -'- Inertia, Ix = 4,255. in.A4 ,I, ' ,I, ,I, ,I, ,I, ,I, ,I, ,I, -1,J..l. +w ' ~/ "-../ "-../ '-./ "-../ V//,~ Original Design or Caeacirl Loads: E,IJ L Fuil Uniform: RL -x RR w=I 0 !lbs/ft. Nomenclature Start End Distributed: b (ft.) Wb(lbs./ft.) e.<ft.l we·(lbs/ft.) Point Loads: a(ft.l P (lbs.) #1: #1: 6.0208 8,640 #2: #2: 14.0313 8,640 #3: #3: 22.0417 8,640 #4: #4: 30.0521 8,640 #5: #5: 38.0625 8,640 #6: #6: 46.072?f' 8,640 #7: #7: -------------·-· #8: #8: ----------·--~--~-#9: Moments: C (ft.) M (ft-lbs) #10: --------.. -----#1: #11: --~-~-~ -----#2: #12: #3: #13: ---w---·-r-- #4: #14: --------#15: New Design Loads: Full Uniform: w=I hbs./ft. Start End Distributed: . b(ft:) Wb,(lbs./f.t.) e (ft.1 We .(lbs/ft.)· Point Loads: a (ft.) P (lbs.) #1: #1: 6.0208 8,636 #2: #2: 14.0313 7,240 #3: #3: 22.0417 6,880 ___ #4: #4: 30.0521 7,240··-· #5: #5: 38.0625 6,880 #6: #6: 46.07:29--6,880- #7: #7: ----·-----#8: #8: #9: . Moments: C (ft.) M (ft-lbs) #10: -----------#1: #11: ._ .. ___ ---___ , __ A ___ #2: #12: #3: #13: --------·-----~-----#4: #14: ---------·------------#15: Total 1 of2 7/27/2012 1 :34 PM I I 1- 1 I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =,..! -25-,-10-2--,!lbs. RR=! 26,738 !lbs. Minimum Design Web Member Shear: Vw(min) =! 13,369 !lbs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 345,659 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections: -~(max) = -1 .480 in. +~(max) = 0.000 in. @X:~ft. @X-~ft. @X:~ft. @X-~ft. . G18-1 ~(ratio)= L/409 *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. . New Design Loads: End Reactions: RL =,...! -21-.,-94-1-!lbs. Maximum Moments: +Mx(max) = 287,265 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: RR=! 21,816 !lbs. @ X =~ft. @X-~ft. @X:~ft. @X-~ft. -L'.'1(max) =~1 .231 in. +~(max) = 0.000 in. ~(ratio)=· *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 0.874 'for Shear S.R. _i-_ -0-.8-7--4--ifor Moment Comments: @X=~ft. @ X =~ft. The Steel Joist Institute allows a Maximum Stress Ratio of1.01. 2 of 2 2of2 7/27/2012 1:34 PM I I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOl$TANALYSIS 1 of 2 For Steel Joists Considered as Simple-Span Beams Subj~cted to Non~Standard Loads - Job Name: Florexpo Subject: l54G7NSPCL Mark No. G18-2 Job Number: Carlsbad, CA OriQinator:llwl lneut Data: C Maximum Stress Ratio = I 1.05 I ,, e .I Joist Data: b I I Designation = JG-series I I --Span, L = 50.5000 ft, +P ln111T-+M we Modulus, E = 29,000,000 psi +wb ~ -~ Inertia, Ix = 4,255 in,A4 .j, .j, J, .j, J, .j, J, J, J, J, J, +w , ~/,,/",/ ,/ ,/V, 1/a Original Design or. Ca12acirl Loads: E,IJ L Full Uniform: -RL ~ X RR w=I 0 hbs./ft. Nomenclature Start End Distributed: b (ft.) wb {lbs./ft.) e 1it.> We {lbs/ft.) Point Loads: ·a {ft.) P {lbs.) #1: #1: 6.0208 8,640 #2: #2: 14.0313 8,640 #3: #3: 22.0417 8,640 #4: #4: 30.0521 8,640 -#5: #5: 38.0625 8,640 -#6: #6: 46.0729 8,640 #7: #7: ---~.......--------#8: #8: -· #9: Moments: C (ft.) M (ft-lbs) #10: #1: #11: #2: #12: #3: #13: ·--#4: #14: -----·--·-------...,.... #15: New Design Loads: Full Uniform: w=I libs:/ft. Start End Distributed: b {ft.) .Wb{lbs./ft.) e (ft.) .. .We (lbs/ft.) Point Loads: .. a·m.l. P (lbs.) #1: #1: 6.0208 8,664 ·-#2: #2: 14.0313 9,017 #3: #3: 22.0417 7,394 #4: #4: 30.0521 9,017 #5: #5: 38.0625 7,394 46.0729 6,823 --#6: #6: #7: #7: -----#&: #8: ------------#9: Moments: C (ft.) M (ft-lbs) #10: ----------~-#1: #11: ·---#2: #12: #3: #13: ----~-----#4: #14: ---·---~----~~ #15: Total 1 of2 7/27/2012 1:35 PM I I I I I I I I I I I I I I I I I I "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL = ... ! -25-,-10-2--.hbs. RR = ! 26,738 !lbs. Minimum Design Web Member Shear: Vw(min) =! 13,369 !lbs. (50% of maximum end reaction for H-series·joists per SJI Spec's.) Maximum Moments: +Mx(max) = 345,659 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: ·A(max) = -1 .480 in. +A(rnax) = -0.000 in. A(ratio) = U409 @X:~ft. @X-~ft. @X:~ft. @X-~ft. G18-2 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design toads: End Reactions: RL = !,--2-4--,3--8--0--,! lbs. Maximum Moments: +Mx(max) = _ 326,335 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -A(max) =~1 .398 in. +A(max) = 0.000 . in. A(ratio) = RR=! 23,930 !lbs. @X=~ft. @X-~ft. @ X ;:~ft. @ X =~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional ''simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 0.971 lforShear S.R. -_--0-.9-7_1_ for Moment Comments: ~x:~ft. @ X -~ft. The Steel Joist Institute allows a Maximum Stress Ratio of1.01. 2 of 2 2of2 7/27/2012 1:35 PM I I I CARLSBAD AIRPORT CENTER 70-4-35·4 LIST 2 Mar 17, 1995 J4 22 K 232 . 37' 2-5/811 • I ----~-------------------------------------------------------------------------' **SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------ DEPTH BS LENGTH 37-2 5/8 BRIDGING LEFT END RGHT END ACTUAL DEFL DEVELOPED STANDARD STANDARD INCHES I 22. 00 12.4 1.97 TL 1.09 LL -----------------**LOAD CRITERIA** TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF. 1 REQD RESISTING MOMENT= 473465.9 IN-LBS, REQD END REACTION= 4278.7 LJ;3S I ADDITIONAL TC AXIAL LOAD 7.00 KIPS. --------------------------**TCX/CANT LOAD CRITERIA** -----~-------------------- 232. PLF. I ~-:~~--~~~~:--~~:!~J,™ = **aASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED---------------------- I WK LENGTH 36.8854 LEFT RIGHT LEFT RIGHT END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 2--8 0/0 2-8 0/0 1-11 l./4. 1-11 1/4 7 AT 4-0 0/0 LEFT TC RIGHT TC END PANEL END PANEL I 1-8 010 1-o 010 DEPTH DEPTH DEPTH LEFT CENTER RIGHT I 22. 0/0 22 0/0 22 0/0 (ACTUAL) 21 0/0 21 0/0 ~l 0/0 (EFF} -------------~----**TRUSS ANALYSIS** . -------------~----I Pf 2 3 I i 7 8 ' I 16 11 12 I ½~ 15 16 17 I r~ 20 21 22 I ~i 25 26 I 27 I LOAD-LBS 174.0 515;4 573.4 464.0 464.0 464.0 464.0 464.0 464 ._o 464. Q. 464.0 464.0 · 4 64. 0 464.0 464.0 464.0 650.7 515.4 96.7 .o • 0 .o .0 • 0 .o • 0 • 0 EFF DEPTH 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 21.026 .000 .ooo .ooo .000 .000 .000 .000 .000 WEB WEB MEM SLOPE 2 -.701 2D -1.752 3 .902 4 -.876 V2 .ooo 5 .876 6 -.876 V3 .000 7 .876 8 -.876 V4 .000 9 .876 10 -.876 V5 .ooo lOR .876 9R -.876 V6 .000 BR .876 7R -.876 · V7 .000 6R .876 SR -.876 V8 .000 4R .876 3R -.902 2DR 1.051 2R .701 AXIAL LD IN WEB + 7151.8 593.4 5359.2 + 4576.8 .454. 0 3872.7 + 3168.6 464.0 2464.5 + 1760.3 464.0 1056.2 + 352.1 464.0 + 352.1 . 1056.2 464.0 + 1760.3 2464.5 464.0 + 3168.6 3872.7 464.0 + 4576.8 5474.7 711.3 + 7286.5 TCX LEFT o-0 0/0 TCX RIGHT 0-0 1/8 AXIAL LD AXIAL LD TOP CHORD BOT CHORD 5856.6 .o 5562.4 .o .o 9542.1 12984.6 .o 12984.6 • 0 .o 15897.6 18280.9· • 0 18280.9 • 0 .o 20134.6 21458.6 . 0 21458.6 . 0 .o 22253.1 22517.9 .o 22517.9 . 0 .o 22253.1 21458.6 .o 21458.6 • 0 .o 20134.6 18280.9 • 0 18280.9 . 0 .o 15897.6 12984.6 • 0 12984.6 .o .o 9542.1 5476.7 .0 5966.9 .o . 0 . 0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 2 I J4 ----------------**CHORD DESIGN** STEEL FY= --------- Mar :p, 1995 50000. AXIAL AXIAL RATIO .2049 .2747 PSI MOMENT UNI LOAD -1693.9 165.1 --1710.6 1311.3 -928.0 464.0 BENDING STRESS 5947.1 BENDING COMBINED I STRESS LEND PANEL PP 5533.1 LEND PANEL MP 5533~1 L VAR PANEL PP 5255.2 L VAR PANEL MP 5255.2 I INT PANEL PP 21274.2 INT PANEL MP 21274.2 R VAR PANEL MP 5174.2 R VAR PANEL PP 5174.2 I R END PANEL MP 5637 .3 REND PANEL PP 5637.3 SEC DESCRIPTION TC 22 L 2 X 2 X.137 :½~~~ .7091 .9180 .2696 .1725 .2555 .2088 AXIAL LOAD 22518. 22253. 1944.5 -2735.2 -2735.2 -2735.2 K KL/R 1.00 38.4 LOO 162.2 220.3 6005.9 1749.6 3258.1 619.1 2594.5 9603.1 9603.1 9603.1 RATIO .2203 .0095 .2002 .0714 .0000 .0000 .1102 .3201 .4076 .3557 I FLRS RATIO .4252 .2842 .3754 .3980 .7091 .9180 .3799 .4926 .6631 .5645 LENGTH 37-2 3/4 32-8 5"/8 I BC 16 Ll-l/2Xl-l/2X.130 SEC DESCRIPTION AXIAL STRESS CBRMP 194.lDEV 10 171.9REQ 0 .OREQ TL BC i6 ~1-l/2Xl-1/2X.130 -30177. 1.0000 BOTTOM CHORD EXTENSION= 0-5 0/0 I Lb360 LIVE LOAD DEV= 144.5 PL~, L/240 LIVE LOAD DEV= _______ ;_:~~-~AD FOR DEFL = 232.0 PLF. . ... · .. 216.7 PLF I *.*TCX DESIGN** -------------- SEC R 22 TC 20 E-MEM BENDING MOMENT 44. * *END PANEL DESIGN** --------------------- REQ S .001 DEV S 1. 760 REQ I .002 . DEV I ,2. 655 DEFLC IN. .001 BEARING LENGTH DEPTH o-0 1/8 3.00 1-10 1"/8 I -------------------- AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 5856.6 1.00 45.4 0 2D 1-8 0/0 3 0/0 RIGHT 5966. 9 1. 00 25. 2 2 2D 1-0 ff/0 EP 3 0"/0 I ;;ADDITIONAL~TC-AXIAL-LOAD-DESIGN;; ----------------------------------- I TC SEC 22 AXIAL FORCE 7000. I I I I I I LEND LEND L VAR L VAR INT INT R VAR R VAR REND REND PANEL PP PANEL MP PANEL PP PANEL MP PANEL PP PANEL MP PANEL MP PANEL PP PANEL MP PANEL PP -TENSION -AXIAL STRESS 6613.4 AXIAL FORCE i2856.6 12856.6 12562.4 12562.4 29517.9 29517.9 12476.7 12476.7 12966.9 12966.9 AXIAL RATIO .1657 AXIAL STRESS 12146.5 12146.5 11868.6 11868.6 27887.5 27887.5 11787.6 11787.6 12250.7 12250.7 ALLOWABLE STRESS INCREASED 33% -COMPRESSION -AXIAL BENDING BENDING COMBINED RATIO STRESS RATIO RATIO .3382 5947.1 .1656 .5039 .4534 220.3 .0073 .4608 .2975 6005.9 .1505 .4480 .5545 1749.6 .0601 .6146 .6989 3258.1 .0000 .6989 .9048 619.1 .0000 .9048 .4618 2594.5 .1012 .5630 .2954 9603.1 .2407 .5361 .4175 9603.1 .3090 .7264 .3411 9603.1 .2674 .6086 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST . 2 Mar 17, 1995 J4 I --------------**WEB DESIGN** --------------STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= REQ DEV WEB NO DESCRIPTION Q K KL/RAX LOAD AX LOAD I 2 114 7/8 ROUND 1 1.00 147.4 + 7152.+ 18040 . 2D 3 L 1 X 1 X.109 1 1.00 112.4 -593.-2436 • 3 22 L 2 X 2 X.137 1 1.25 93.8 -5359.-8085 • 4 3 L 1 X 1 X.109 1 1.00 154.5 + 4577.+ 6184 • I I I I V2 3 L 1 X 1 X.109 1 1.00 94.3 -577.-3297 • 5 14 Ll-l/2Xl-1/2X.115 1 1.00 102.1 -3873.-4644 . 6 3 L 1 X 1 X.109 1 1.00 154.5 + 3169.+ 6184 • V3 3 L 1 X 1 X.109 1 1~00 94.3 577.-3297 • 7 8 Ll-l/4Xl-1/4X.lll 1 1.00 123.0 -2464.-2619 • 8 3 L 1 X 1 X.109 1 1.00 154.5 + 1760.+ 6184 • V4 3 L 1 X 1 X.109 1 1.00 94.3 -577.-3297 • 9 8 Ll-1/4Xl-1/4X.111 1 1.00 123.0 -1623.-2619 • 10 3 L 1 X 1 X.109 1 1.00 154.5 + 1623.+ 6184 • V5 3 L 1 X 1 X.109 1 1.00 94.3 -577.-3297 • lOR 3 L 1 X 1 X.109 . 1 1.00 154.5 + 1623.+ 6184 • 9R 8 Ll-1/4Xl-1/4X.111 1 1.00 123.0 -1623.-2619 • V6 3 L 1 X 1 X.109 l 1.00 94.3 -577.-3297 . 8R 3 L 1 X 1 X.109 1 1.00 154.5 + 1760.+ 6184 • 7R 8 Ll-1/4Xl-1/4X.lll 1 1.00 123.0 -2464.-2619 • V7 3 L 1 X 1 X.109 1 1.00 94.3 -577.-3297 • 6R 3 L 1 X 1 X.109 1 .. 1..00 154.5 + 3169.+ 6184 • SR 14 Ll-1/2Xl-1/2X.115 1 1.00 102.1 -3873.-4644 • VS 3 L 1 X 1 X.109 1 1.00 94.3 -577.-3297. I 4R 3 L 1 X 1 X.109 1 1.00 154.5 + 4577w+ 6184 • 3R 22 L 2 X 2 X.137 1 1.25 93.8 -5475.-8085. 2DR 3 L 1 X 1 X.109 1 1.00 138.9 -711.-1596 • · 2R 114 7/8 ROUND . 1 1.0_0 147.4 + 7287.+ 18040. ------------------------- 1069.7 LBS. 4278.7 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT . 215x 2.0 4.8+ .o • 109x 2.0 2.2+ .o . 130x 2.8 4.3+ .o • 109x 2.8 2.9+ .o . 109X 2.0 2.0+ .0 . 115x 2.3 3.6+ .o • 109x 2.0 2.9+ .o • 109x 2.0 2.0+ .o • 111x 2.0 3.2+ .o . 109x 2.0 2.9+ .o • 109x 2.0 2.0+ .o • lllx 2.0 3.2+ .o • 109x 2.0 2.9+ .o • 109x 2.0 2.0+ .o • 109x 2.0 2.9+ .o • 111x 2.0 3.2+ .o • 109x 2.0 2.0+ .o • 109x 2.0 2.9+ .o . 111X 2.0 3.2+ .0 • 109x 2.0 2.0+ .o • 109x 2.0 2.9+ .o • 115x 2.3 3.6+ .o .• 109X 2.0 2.0+ .0 • 109x 2.8 2.9+ .o -~lJOx 2.8 4.3+ .o . 109X 2.0 2.6+ .0 ~2~5x 2.0 4.8+ .o 1 **BRIDGING REQUIREMENTS** ·. . WORKING WORKING LEN DEVELOPED NO. OF 1C RYY BC RYY LENGTH /(TC RYY) 1.222 1.033 36.885 j62.115 SPACING ROWS TYPE 12.406 2 H I --BRIDGING-SELF-WEIGHT-:-30.0 LBS/FT> 8.3 LBS/FT TRUSS SELF WEIGHT. REQUIRED ERECTION STABILITY LAYOUT: H H . I NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED. I I I- I I I. I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 3 Mar 17, 1995 J7 22 K 232 37' 2-7 /811 I -------.----------------------------------------------------------------------**SHORT SP~N JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEVELOPED .STANDARD STANDARD INCHES 12.4 1.98 TL 1.09 LL **LOAD CRITERIA** -----------------TOTAL LOAD= 232. PLF; LIVE LOAD= 128. PLF. 1 REQD RESISTING MOMENT= 474000.8 IN-LBS, REQD END RE.;CTION = 4281.1 LBS I --~~~~:~~~~~-:2_~!:~~-~~~ = 7.00 KIPS. **TCX/CANT LOAD CRITERIA** I ~-:~!--~~~~: __ ~!~!~RM= 232. PLF. -**BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED----------------------LEFT . RIGHT LEFT RIGHT -I w~6~~~~IH E~~ E~k-.~~~ :~,k Y~1°178 Y~1°~7s I~Tf~10~-P~~}~ I LEFT TC RIGHT TC END PANEL END PANEL 1-.8 0/0 1-0 0/0 DEPTH DEPTH .. DEPTH LEFT CENTER RIGHT I 22 0/.0 22 0/0 22 0/.0 21 o,o 21 o,o 21 o,o ------------------**~RUSS ANALYSIS** ----~-~-----------1. EFF PP1 LOAD-LBS DEPl'H 174.0 21.026 2 516.6 21.026 I 5 34 574.6 21.026 464.0 21.026 464.0 21.026 6 464.0 21.026 7 464.0 21.026 I 8 464.0 21.026 9 464.0 21.026 10 464.0 21.026 11 464.0 21.026 12 464.0 21.026 I 13 464.0 21.026 14 464.0 21.026 15 464.0 21.026 16 464.0 21.026 17 651.9 21.026 I 18 516.6 21.026 19 96.7 21.026 20 .o .ooo 21· .o .000 122 .o .ooo 23 .o .ooo 24 .o .000 25 .o .000 26 .0 .000 127 .. 0 • 000 I (ACTUAL) (EFF) . WEB MEM 2 2D 3 4 V2 5 6 V3 7 8 V4 9 10 V5 lOR 9R V6 BR 7R V7 6R 5R vs 4R 3R 2DR · 2R WEB SLOPE -.701 -1.752 .897 -.876 .ooo .876 -.876 .:ooo .876 -.876 .000 .876 -.876 .000 .876 -.876 .000 .876 -.876 .000 .876 -.876 .ooo .876 -.897 1.051 .701 + + + + + + + + + + AXIAL LO IN WEB 7156.0 594.8 5376.9 4576.8 464.0 3872.7 3168.6 464.0 2464.5 1760.3 464.0 1056.2 352.1 464.0 352.1 1056.2 464.0 1760.3 2464.5 464.0 3168.6 3872.7 464.0 4576.8 5492.7 712.9 7290.7 TCX LEFT 0-0 0/0 TCX RIGHT o-0 1/8 AXIAL LD TOP CHORD 5860.0 5565.2 .o 13010.1 13010.1 .o · 18306.3 18306.3 .o 21484.1 21484.l .o 22543.3 22543.3 .o 21484.1 21484.1 .o 18306.3 18306.3 .0 13010.l 13010.1 .o 5479.0 5970.3 .o AXIAL LD BOT CHORD .o .o 9567.5 • 0 .o 15923.0 .o .o 20160.0 .o .o 22278.5 .o • 0 22278.5 .o . 0 20160.0 .o .o 15923.0 • 0 • 0 9567.5 .0 .o .o I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 3 I J7 -----------------. **CHORD DESIGN** I ---------------- LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP I INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP STEEL FY AXIAL STRESS 5536.3 5536.3 5257.8 5257.8 21298.2 21298.2 5176. 4 5176.4 5640.6 5640.6 REND PANEL MP I R END PANEL pp SEC DESCRIPTION TC 22 L 2 X 2 X.137 16 Ll-1/2Xl-1/2X.1~0 Mar 17; 1995 = 50000. PSI AXIAL RATIO .2050 .2749 .1753 .3278 .7099 .9190 .2701 .1725 .255.6 .2089 AXIAL LOAD 22543. 22279. MOMENT UNI LOAD -1705.5 162.4 -1721.5 1321.4 -928.0 464.0 1955.4 -2752.4 -2752.4 -2752.4 K KL/R 1.00 38.4 1.00 162.2 I BC SEC 16 DESCRIPTION AXIAL STRESS CBRMP Ll-l/2X1-l/2X.130 30211. 1.0000 BC BENDING BENDING STRESS RATIO 5988.0 .2218 216.7 ~0093 6044.0 .2015 1763.1 .0720 3258.1 .0000 619.1 .0000 2609.1 .1110 9663.6 ·.3221 9663< 6 • 4102 9663. 6 • 3579 I FLRS 194.lDEV 10 172.2REQ 0 .OREQ TL COMBINED RATIO .4268 .2842 .3767 .3998 .7099 .9190 .3811 .4947 .6658 .5668 LENGTH 37-3 0/0 32-8 7/8 I -------------- BOTTOM CHORD EXTENSION= 0-5 0/0 L/360 LIVE LOAD DEV= 144.2 PLt, L/240 LIVE LOAD DEV= TOTAL LOAD FOR DEFL = 232.0 PLF. · 216.3 PLF 1 1 **TCX DESIGN** SEC R 22 20 TC E-MEM BENDING MOMENT .. ·44. --------------------**END PANEL DESIGN** --· ----------------- LEFT RIGHT AXIAL LOAD 5860.0 5970.3 K 1.00 1.00 · ... · .. REQ S .001 KL/R 45.4 25.2 DEV S 1. 760 REQ I .002 DEV I· 2.655 DEFLC IN. .001 FLR WEB TO END BASEL NGM NGM 0 2D. 1-8 0/0 2 2D 1-0 0/0 EP ----------------------------------- BEARING LENGTH DEPTH o-0 1/8 3.00 1-10 1/8 B. DEPTH 3 0/0 3 0/0 I **ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ----------------------------------- I TC SEC 22 AXIAL FORCE 7000. I L END PANEL PP LEND PANEL MP L VAR·PANEL PP I L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP I R END PANEL MP . R END PANEL PP I I I -TENSION -AXIAL STRESS 6613.4 AXIAL RATIO .1657 AXIAL FORCE 12860.0 12860.0 12565.2 12565.2 29543.3 29543.3 12479.0 12479.0 12970.3 12970~3 AXIAL STRESS 12149.7 12149.7 11871.2 11871.2 27911.6 27911.6 11789.7 11789.7 12254.0 122"54. 0 -COMPRESSION -AXIAL BENDING RATIO STRESS .3383 5988.0 .4535 216.7 .2975 6044.0 .5564 1763.1 .6995 3258.1 .9056 619.1 .4626 2609.1 .2955 9663.6 .4176 9663.6 .3412 9663.6 BENDING RATIO .1668 .0072 .1515 .0607 .0000 .0000 .1020 .2422 .3109 .2691 COMBINED RATIO .5051 .4608 .4490 . 6171 .6995 .9056 .5646 .5377 .7285 .6103 I I I CARLSBAD AIRPORT CENTER 70-4.,. 354 LIST ·3 J7 I --------------**WEB DESIGN** STEEL FY= -------------- WEB NO DESCRIPTION I 2 114 7/8 ROUND 2D 3 L 1 X 1 X.109 3 22 L 2 X 2 X.137 4 3 L 1 X 1 X.109 I V2 3 L 1 X 1 X.109 5 14 Ll-1/2Xl-1/2X.115 6 3 L 1 X 1 X.109 V3 3 L 1 X 1 X.109 7 8 Ll-1/4Xl-1/4X.lll I 8 3 L 1 X 1 X.109 V4 3 L l X 1 X.109 9 8 Ll-l/4Xl-1/4X~lll 10 3 L 1 X 1 X.109 V5 3 L 1 X 1 X.109 I lOR 3 L 1 X 1 X.109 9R 8 Ll-1/4Xl-1/4X.lll V6 3 L 1 X 1 X.109 BR 3 L 1 X 1 X.109 7R 8 Ll-l/4Xl-l/4X.111 1 ..... .xi 3 L 1 X 1 X.109 3 L 1 X 1 X.109 SR 14 Ll-1/2Xl-1/2X.115 V8 3 L 1 X 1 X.109 I 4R 3 L 1 X 1 X.109 3R 22 L 2 X 2 X.137 2DR 3 L 1 X 1 X.109 2R 114 7/8 ROUND ------------------------- . ------------------------- Mar 17, 1995 50000. PSI. MIN VERT SHEAR= END REACTION= Q· ·K 1 1.00 1 1.00 1 1.25 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 t.oo 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 l 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1-1.25 1 1.00 1 ·.1 ~ 00 REQ DEV KL/RAX LOAD AX LOAD 147.4 + 7156.+ 18040. 112~4 -595.-2436 • 94.1 -5377.-8056 . 154.5 + 4577.+ 6184 • 94.3 -577.-3297. 102.1 -3873.-4644. 154.5 + 3169.+ 6184. ~4.3 -577.-3297. 123.0 -2464.-2619 • 154.5 + 1760.+ 6184 • 94.3 -577.-3297. 123.0 -1624.-2619. 154.5 + 1624.+ 6184 • 94~3 -577.-3297 • 154.5 + 1624.+ 6184. 123.0 -1624.-2619. 94.3 -577.-3297. 154.5 + 1760.+ 6184 • 123.0 -2464.-2619 • 94.3 -577.-3297. 154.5 + 3169.+ 6184. 102.1 -3873.-4644 • 94.3 -577.-3297 • 154.5 + 4577.+ 6184 • 94.1 -5493.-8056 • 138.9 -713.-1596 • 147.4 + 7291.+ 18040. 1070.3 LBS. 4281.1 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .215x 2.0 4.8+ .o . 109x 2.0 2.2+ .o . 130x 2.8 4.3+ .o • 109x 2.8 2.9+ .o .109X 2.0 2.0+ .0 .115x 2.3 3.6+ .o .109x 2.0 2.9+ .o .109x 2.0 2.0+ .o • lllX 2.0 3.2+ .0 . 109x 2.0 2.9+ .o .109x 2.0 2.0+ .o .111x 2.0 3.2+ .o • 109x 2.0 2.9+ .o . 109x 2.0 2.0+ .o .109X 2.0 2.9+ .0 .111x 2.0 3.2+ .o .109x 2.0 2.0+ .• o • 109x 2.0 2.9+ .o • 111X 2.0 3.2+ .0 .109x 2.0 2.0+ .o .109x 2.0 2.9+ .o • 115x 2.3 3.6+ .o • 109X 2.0 2.0+ .0 • 109x 2.8 2.9+ .o • 130x 2.8 4.3+ .o • 109x 2.0 2.6+ .o .215x 2.0 4.8+ .o I **BRIDGING REQUIREMENTS**· WORKING WORKING LEN TC RYY BC 'RYY LENGTH /(TC ~YY) DEVELOPED NO. OF SPACING ROWS TYPE 1.222 1.033 36.906 j62.320 12.413 2 H I -~BRlDGING-SELF-WEIGHT-:-29.9 LBS/FT> 8.3 LBS/FT TRUSS SELF WEIGaT. REQUIRED ERECTION STABILITY LAYOUT: H H -------------------------I NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIF!ED. I I I I I I I I I CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 7 J21 22 K 232 39' 11~1/2" . I ---·'-------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ----------------------------~-------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH I 22. 00 39-11 1/2 ---------------- DEVELOPED STANDARD STANDARD INCHES 13.3 2.32 TL 1.28 LL OAD CRITERIA** 1 TOTAL LOAD= 232. PLF, LIVE LQAD = 128. PLF. REQD RESISTING MOMENT= 546409.0 IN-LBS, REQD END REACTION= 4596. 5 LBS I --~~~:!:~~~~-:~-~::~L LOAD= 7.00 KIPS. **BASIC DIMENSIONS** I I --.. ----------------LEFT . RIGHT WK LENGTH END PANEL END PANEL 39.6250 3-0 0/0 3-0 0/0 LEFT TC RIGHT TC END PANEL END PANEL 2-0 0/0 2-0 0/0 DEPTH DEPTH DEPTH LEFT CENTER RIGHT 22 0/.0 22 0/.0 22 0/.0 ~ACTUAL) I -~!-~L~~-~:-~L~--~1 0/0 EFF) **TRUSS ANALYSIS**. I I I I I I I I I PP 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 EFF LOAD-LBS DEPTH 212.7 21.013 442.3 21.013 461.6 21.013 464.0 21.013 464.0 21.013 464.0 21.013 464.0 21.013 464.0 21.013 464.0 21.013 464.0 21.013 464.0 21.013 464.0 21.013 464.0 21.013 464.0 21.013 464.0 21.013 464. 0 ·21. 013 464.0 21.013 464.0 21.013 461.6 21.013 442.3 21.013 212.7 21.013 .o .ooo .o .ooo .o .000 .o .000 .o .ooo .o .000 .0 .000 .o .ooo .o .000 WEB WEB MEM SLOPE 2 -.618 2D -1.751 3 1.788 4 -.876 V2 .ooo 5 .876 6 -.876 V3 .ooo 7 .876 8 -.876 V4 .ooo 9 .876 10 -.876 V5 .ooo 11 .876 llR -.876 V6 .ooo lOR .876 9R -.876 V7 .000 8R .876 7R -.876 V8 .ooo 6R .876 5R -.876 V'9 .000 4R .876 3R -1. 788 2DR 1. 751 2R .618 RIGHT LEFT VAR DIM 0-11 3/4 VAR DIM INTERIOR PANELS 0-11 3/4 8 AT 4-0 0/0 AXIAL LD IN WEB + 8338.6 509.3 4516.0 + 5282.8 464.0 4578.5 + 3874.1 464.0 3169.7 + 2465.3 464.0 1760.9 + 1056.6 464.0 352.2 352.2 464.0 + 1056.6 1760.9 464. 0. + 2465.3 3169.7 464.0 + 3874.1 4578.5 464.0 + 5282.8 4516.0 509.3 + 8338.6 AXIAL LD TOP CHORD 7093.2 6840.6 .o 13019.3 13019.3 .o 19378.8 19378.8 .o 23618.4 23618.4 .o 25738.2 25738.2 .o 25738.2 25738.2 .o 23618.4 23618.4 .o 19378.8 19378.8 .o 13019.3 13019.3 .o 6840.6 7093.2 .0 AXIAL LD BOT CHORD .o .o 9044.7 .o .o 16464.0 .o .o 21763.6 .o .o 24943.3 .o .o 26003.2 .o .o 24943.3 .0 .0 21763.6 .o .0 16464.0 .o .o 9044.7 • 0 • 0 • 0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST. 7 I J21 **CHORD DESIGN** I L END PANEL PP . LEND PANEL MP L VAR PANEL PP I L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP STEEL FY AXIA!i STRESS 6221.1 6221.1 5999.6 5999.6 22573.6 22573.6 5999.6 5999.6 6221.1 6221.1 I. R END PANEL MP REND PANEL PP SEC DESCRIPTION Mar 17, 1995 = 50000. PSI AXIAL RATIO .2304 .3173 .2000 .2836 .7525 .9413 .2836 .2000 .3173 .2304 AXIAL LOAD 25738. 26003. MOMENT UNI LOAD -1041.1 707.0 -1041.l 402.6 -928.0 464.0 402.6 -1041.1 707.0 -1041.1 K KL/R 1.00 38.5 1. 00 '162. 9 TC 23 L 2 X 2 X.148 .I BC 19 Li-l/2Xl-l/2X.155 SEC 19 DESCRIPTION AXIAL STRESS CBRMP BC Ll-1/2Xl-l/2X.155 29484. .9828 BOTTOM CHORO EXTENSION = · 0-5 0 / 0 BENDING STRESS 3401.1 886.7 3401.1 504.9 3031. 6 581.9 504.9 3401.1 886.7 3401.1 BENDING RATIO··· .1260 .0374 .1134 .0191 .0000 .0000 .0191 .1134. • 0374·· .1260 COMBINED RATIO .3564 .3547 .3134 • 3027 .7525 .9413 :ir~I .3547 .3564 I FLRS 220.2DEV 12 213.2REQ 0 .OREQ TL LENGTH 39-11 1/2 34-9 1~2 I L/360 LIVE LOAD DEV= 132.2 PLF, L/240 LIVE TOTAL LOAD FOR DEFL = 232.0 PLF • LOAD DEV= 198 .3 PLF **END PANEL DESIGN** .... · .. --------------------1 AXIAL LOAD K LEFT . 7093.2 1.00 RIGHT 7093.2 1.00 KL/R FLR WEB TO END BASEL NGM NGM 55.6. 0 2D 2-0 Of.O B. DEPTH .. 3 0/0 3 o,o 55.6 ,· 0 2D 2-0 070 -----------~-----------------------I **ADDITIONAL TC AXIAL LOAD DES-IGN** ALJ:PWABLE STRESS INCREASED 33% ----------------------------------- SEC 23 AXIAL FORCE . 7000. LEND PANEL PP I L END PANEL MP L VAR PANEL PP . L VAR PANEL MP INT PANEL PP INT PANEL MP I R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP -. -TENSION -AXIAL STRESS 6139.3 AXIAL FORCE 14093.2 14093.2 13840.6 13840.6 33003.2 32738.2 13840.6 13840.6 14093.2 14093.2 AXIAL RATIO .1539 AXIAL STRESS 12360.4 12360.4 12138.9 12138.9 28945.3 28712.9 12138.9 12138.9 12360.4 12360.4 -COMPRESSION - AXIAL BENDING RATIO STRESS .344.2 3401.1 .4740 886.7 .3042 3401.1 .4314 504.9 • 7254 3031. 6 . 90.02 581. 9 -4314 504.9 .3042 3401.l .4740 886.7 .3442 3401. 1 *·*WEB DESIGN** I-------------STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= WEB NO I 2 114 2D 3 3 14 4 8 V2 3 I 5 14 6 3 V3 3 I I DESCRIPTION 7/8 ROUND L 1 X 1 X.109 Ll-1/2Xl-1/2X.115 Ll-1/4Xl-1/4X.111 L 1 X 1 X.109 Ll-1/2Xl-1/~X.115 L 1 X l X.109 L 1 X 1 X.109 Q K 1 1.00 1 1.00 1 1.25 1 1.00 1 1.00 l 1.00 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 160.9 + 8339.+ 18040. 112.4 -509.-2436. 92.3 -4516.-5285 . 123.0 + 5283.+ 7955. 94.3 -593.-3297. 102.1 -4578.-4644. 154.5 + 3874.+ 6184. 94.3 -593.-3297. BENDING RATIO .0947 .0292 .0852 .0150 .0000 • 0·000 .0150 .0852 .0292 .0947 COMBINED RATIO .4389 .5032 .3895 .4464 .7254 .9002 .4464 .3895 .5032 .4389 1149.1 LBS. 4596. 5 LBS •. WELD SIZE AVBL AND LENGTH WELD SLOT .215x 2.0 5.3+ .o .109X 2.0 2.2+ .0 . 115x 2.6 2.9+ .o .lllx 3.2 3.2+ .o .109X 2.0 2.0+ .0 .115x 2.7 3.6+ .o .109x 2.4 2.9+ .o .109x 2.0 2.0+ .o I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 J21 Mar 17, 1995 I -------------**WEB DESIGN** --------------STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= I I I I I WEB NO DESCRIPTION 7 14 Ll-1/2Xl-l/2X.115 8 3 L 1 X 1 X.109 V4 3 L 1 X 1 X.109 9 8 Ll-l/4Xl-1/4X.lll 10 3 L 1 X 1 X.109 vs 3 L 1 X 1 X.109 11 8 Ll-l/4Xl-l/.4X.lll llR 8 Ll-1/4Xl-1/4X.lll V6 3 L 1 X 1 X.109 lOR 3 L 1 X 1 X.109 9R 8 Ll-1/4Xl-1/4X.111 V7 3 L 1 X 1 X.109 SR 3 L 1 X 1 X.109 7R 14 Ll-1/2Xl-1/2X.115 vs 3 L 1 X 1 X.109 6R 3 L 1 X 1 X.109 SR 14 Ll-1/2Xl-l/2X.115 V9 3·L 1 X 1 X.109 4R 8 Ll~l/.4Xl-1/.4X.ll1 JR 14 Ll-1/2Xl-l/2X.115 2DR 3 L .... 1. X 1 X.109 2R 114 7/8 ROUND -------------------------**BRIDGING REQUIREMENTS** Q 1 1 1 1 1 l. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 K 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.25 1.00 1.00 REQ DEV KL/R·AX LOAD AX LOAD 102.1 -3170.-4644. 154.5 + 2465.+ 6184 • 94.3 -593.-3297 • 123.0 -1761.-2619. 154.5 + 1744.+ 6184. 94.3 -593.-3297 • 123.0 -1744~-2619. 123.0 , 1744.-2619. 94.3 593.-3297. 154.5 + 1744.+ 6184. 123.0 -1761.-2619 • 94.3 -593.-3297. 154.5 + 2465.+ 6184. 102.l -3170.-4644 • 94.3 -593.-3297. 154.5 + 3874.+ 6184 • 102.1 -4578.-4644 • 94.3 -593.-3297. 123.0 + 5283.+ 7955 • . 92.3 -4516.-5285. 112.4 -509.-2436 • 160.9 + 8339.+ 18040. 11.49.1 LBS. 4596.5 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .115x 2.0 3.6+ .o • 109x 2.0 2.9+ .o • 109X 2.0 2.0+ .0 .lllx 2.0 3.2+ .o .109x 2.0 2.9+ .o • 109X 2.0 2.0+ .0 .lllx 2.0 3.2+ .o .l.llx 2.0 3.2+ .o .109x 2.0 2.0+ .o .109x 2.0 2.9+ .o • lllx 2.0 3.2+ .o .l.09x 2.0 2.0+ .o .109x 2.0 2.9+ .o • 115x 2.0 3.6+ .o .109x 2.0 2.0+ .o • 109x 2.4 2.9+ .o • 115X 2.7 3.6+ .0 .109x 2.0 2.0+ .o • lllx 3.2 3.2+ .o .115X 2.6 2.9+ .0 • 109x 2.0 2.2+ .o .215x 2.0 5.3+ .o I -----.--------------------WORKING WORKING .. LEN DEVELOPED NO. OF _ TC RYY BC RYY LENGTH / (TC RY:Y) 1.225 1.040 39.625 388.169' -------------------------1 BRIDGING SELF WEIGHT= 25.0 LBS/FT> REQUIRED ERECTION STABILITY LAYOUT: 8.8 H H -------------------------1 NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R I I I I I I SPACING ROWS TYPE 13.319 2 H LBS/FT TRUSS SELF WEIGHT. I I I CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 7 J23 22 K 232 39' 10-1/2" I ------------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEVELOPED STANDARD STANDARD INCHES · · · DEPTH BS LENGTH I -~~~~~--~~=~~-~~~ **LOAD CRITERIA** ----------------- 13.3 2.30 TL 1.27 LL 1 TOTAL LOAD = 232. PLF, . -REQD R'.ESISTING MOMENT = LIVE LOAD= 128. PLF • 544113.1 IN-LBS, REQD END REACTION= 4586 .8 LBS I ADDITIONAL TC AXIAL LOAD= 7.00 KIPS. ---------------------. . **BASIC DIMENSIONS** --------------------LEFT RIGHT LEFT RIGHT I WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 39.5417 2-11 0/0 2-11 0/0 1-0 1/4 1-0 1/4 8 AT 4-0 0/0 LEFT TC RIGHT TC I END PANEL END PANEL 1-11 0/0 1-11 0/0 DEPTH ..... DEPTH. DEPTH LEFT CENTER RIGHT I 22 0/0 22 0/.0 22 0/0 lACTUAL) 21 b/0 21 0/0 21 o,o EFF) ------------------~*TRUSS ANALYSIS** ------------------. . I EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 203.0 21.013 ~i) -.637 + 8161.8 6884.6 .o 2 437.4 21.013 -1.751 5·03. 7 6634.8 .o 3 466.4 21.013 3 . 1.715 4568.1 .o 8935.4 I 4 464.0 2.1.013 4 -.876 + 5282.8 12910.1 .o 5 464.0 21.013 V2 .000 -464.0 12910.1 .o 6 464.0 21.013 5 .876 4578.5 .o 16354.8 7 464.0 21.013 6 -. 8·76 + 3874.1 19269.5 .o I 8 464.0 21.013 V3 .ooo 464.0 19269.5 .0 9 464.0 2.1. 013 7 .876 3169.7 .o 21654.3 10 464.0 21.013 8 -.876 + 2465.3 23509.2 .o 11 464.0 21.013 V4 .ooo -464.0 23509.2 .o 1-2 464.0 21.013 9 .876 1760.9 .o 24834.0 I 13 464.0 21.013 10 -.876 + 1056.6 25629.0 .o 14 464.0 21.013 V5 .000 464.0 25629.0 .o 15 464.0 21.013 11 .876 352.2 .0 25893.9 16 464.0 21.013 llR -.876 352.2 · 25629 .0 .o 17 464. 0 21.013 V6 .ooo 464.0 25629.0 .o I 18 464.0 21.013 lOR .876 + 1056.6 .o 24834.0 19 466.4 21. 013 9R -.876 1760.9 23509.2 .o 20 437.4 21.013 V7 .000 464.0 23509.2 .o 21 203.0 21.013 SR .876 + 2465.3 .o 21654.3 22 .o .000 7R -.876 3169.7 19269.5 .0 I 23 .0 .000 VB .000 ..... 464.0 19269.5 .o 24 .o .000 6R .876 + 3874.1 .o 16354.8 25 .o .000 5R -.876 4578.5 12910.1 .o 26 .o .000 V9 .ooo 464.0 12910.1 .0 27 .o .000 4R .876 + 5282.8 .o 8935.4 I 28 .o .000 3R -1.715 4568.1 6634.8 .o 29 .o .ooo 2DR 1.751 503.7 6884.6 .o 30 .o .000 2R .637 + 8l61.8 .a .o I I I I I ~ARLSBAD AIRPORT CENTER 7 70-4-354 LIST I J23 ---------------~ **Cl!ORD DESIGN** STEEL FY ----------------AXIAL I STRESS LEND PANEL PP 6038.1 LEND PANEL MP 6038.1 L VAR PANEL PP 5819.0 L VAR PANEL MP 5819.0 I INT PANEL PP 22477.8 INT PANEL MP 22477.8 R VAR PANEL MP 5819.0 R VAR PANEL PP 5819.0 I R -'.END PANEL MP 6038.1 REND PANEL PP 6038.1 SEC DESCRIPTION TC 23 L 2 X 2 X.148 Mar 17, 1995 = 50000 .. PSI AXIAL RATIO .2236 .3031 .1940 .2775 .7493 .9373 .2775 .1:940 .3031 .2236 MOMENT UNI LOAD -1009.2 620.9 -1009.2 456.0 -928.0 464.0 456.0 -1009.2 620.9 -1009.2 AXIAL LOAD 25629. 25894. K ~/R 1.00 38.5 1.00 162.9 I BC 19 Ll-1/2Xl-l/2X.155 SEC BC 19 DESCRIPTION AXIAL STRESS CBRMP Ll-l/2Xl-l/2X.155 .29360. • 9787 -BOTTOM CHORD EXTENSION= 0-5 0/0 BENDING STRESS 3296.9 778.6 3296.9 571.8 3031. 6 581.9 571.8 3296.9 BENDING 778.6 3296.9 I 220.2DEV 211.BREQ .OREQ RATIO .1221 .0327 .1099 .0217 .0000 .0000 .0217 .1099 .0327 .1221 FLRS 12 0 TL COMBINED RATIO .3457 .3358 .3039 .2992 .7493 .9373 .2992 .3039 .3358 .3457 LENGTH 39-iO 1/.2 34-10 1"/2 L/360 LIVE LOAD DEV= 133.1 PLt, L/240 :LIVE TOTAL LOAD FOR DEFL = 232.0 PLF. I--~----------------- LOAD DEV= 199.6 PLF ~*END .PANEL DESIGN** ~-------------------1 AXIAL LOAD K ~£FT 6884.6 1.00 ·uGHT 6884. 6 1. 00 KL/R 53.0 53.0 FLR WEB 0 1D 0 2D TO END BASEL NGM NGM 1-11 0/.0 1-11 o,o B. DEPTH 3 0/0 . 3 0/0 -~----------------~----------------·"'*ADDITIONAL TC AXIAL LOAD DESIGN** I ----~------------=-TENSION-=------- AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO I ·re 23 1000. 6139. 3 .1539 AXIAL AXIAL LEND PANEL PP I L END PANEL MP L VAR PANEL PP L VAR.PANEL MP INT PANEL PP I INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP FORCE .STRESS 13884.6 12177.4 13884.6 12177.4 13634.8 11958.3 13634.8 11958.3 32893.9 28849.5 32629.0 28617.1 13634.a 11958.3 13634.8 11958.3 13884.6 12177.4 13884.6 12177.4 ALLOWABLE STRESS INCREASED 33% -COMPRESSION -"AXIAL BENDING RATIO STRESS .3391 3296.9 .4596 778.6 .2997 3296.9 .4288 571.8 • 7230 3031.6 .8972 581.9 • 4288 571. 8 .2997 3296.9 .4596 778.6 .3391 3296.9 BENDING RATIO .0918 .0255 .0826 .0170 .0000 .0000 .0170 .0826 .0255 .0918 COMBINED RATIO .4309 .4851 .3823 .4458 .7230 .8972 .4458 .3823 .4851 .4309 I ~;~E~=~~~~~~~~ STEEL FY= 50000. PSI. MIN VERT SHEAR= ENDREACTION = 1146. 7 LBS. 4586.8 LBS. WEB NO DESCRIPTION I 2 114 7/8 ROUND 2D 3 L 1 X 1 X.109 3 14 Ll-1f.2Xl-1/2X.115 4 8 L-l-ll 4Xl-l/ 4X. lll V2 3 L 1 X 1 X.109 I 5 14 Ll-1/2Xl-1/2X.115 6 3 L 1 X 1 X.1Q9 V3 3 L 1 X 1-X.109 I I Q1 K 1.00 1 1.00 1 1.25 1 1.00 1 1.00 1 1.00 1 1.00 1 1;00 REQ DEV KL/RAX LOAD AX LOAD 157.5 + 8162.+ 18040. 112.4 -504.-2436. 93.5 -4568.-5213. 123.0 + 5283.+ 7955. 94.3 -592.-3297. 102.1 -4578.-4644. 154.5 + 3874.+ 6184. 94.3 -592.-3297 . WELD SIZE AVBL AND LENGTH WELD SLOT .215x 2.0 5.2+ .o .109x 2.0 2.2+ .o .115x 2.7 3.0+ .o .111x 3.2 3.2+ .o .109x 2.0 2.0+ .o .115x 2.7 3.6+ .o .109x 2.4 2.9+ .o • 109X 2.0 2.0+ .O I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 J23 Mar 17, 1995 I ;;WE;-DESIGN;; STEEL FY= 50000. PSI. MIN VERT SHEAR= --------------END REACTION= REQ DEV WEB NO DESCRIPTION Q K KL/RAX LOAD AX LOAD I 7 14 Ll.;,..1/2Xl-1/2X.115 1 1.00 102.1 -3170.-4644 • 8 3 L 1 X 1 X.109 1 1.00 154.5 + 2465.+ 6184 • V4 3 L 1 X 1 X.109 1 1.00 94.3 -592.-3297 • 9 8 Ll-l/4Xl-l/4X.111 1 1.00 123.0 -1761.-2619 • 10 3 L 1 X 1 X.109 1 1.00 154.5 + 1741.+ 6184. I VS 3 L 1 X 1 X.109 1 1.00 94~3 -592.-3297 • 11 8 Ll-1/4Xl-1/4X.·111 1 1.00 123.0 -1741.-2619 • llR 8 Ll-l/4Xl-1/4X.lll 1 1.00 123.0 -1741.-2619. V6 3 L 1 X 1 X.109 1 1.00 94.3 -592.-3297 • 10R 3 L 1 X 1 X.109 1 1.-00 154.5 + 1741.+ 6184. I 9R 8 Ll-1/4Xl-1/4X.lll 1 1.00 123.0 -1761.-2619 • V7 3 L 1 X 1 X.109 1 1.00 94.3 -592.-3297 • 8R 3 L 1 X 1 X.109 1 1.00 154.5 + 2465.+ 6184 • 7R 14 Ll-l/2Xl-1/2X.115 1 1.00 102.1 -3170.-4644 • I VS 3 L 1 X 1 X.109 1 1.00 94.3 -592.-3297 • 6R 3 L 1 X 1 X.109 1 1.-00 154.5 + 3874.+ 6184 • SR 14 Ll-l/2Xl-l/2X.115 1 1.00 102.l -4578.-4644 . V9 3 L 1 X 1 X.109 1 1.00 94.3 -592.-3297 • 4R 8 Ll-1/4Xl-1/4X.111 1 1.00 123.0 + 5283.+ 7955 • I 3R 14 Ll-1/2Xl-1/2X.115 1 1.25 93.5 -4568.-5213 • 2DR 3 L 1 X 1 X.109 1 1.00 112.4 --. .5-04.-2436 • 2R 114 7/8 ROUND 1 1.00 157.5 + 8162.+ 18040 • ------------------------- 1146.7 LBS. 4586.8 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT • 115X 2.0 3.6+ .0 .109x 2.0 2.9+ .o • 109X 2.0 2.0+ .0 . 111x 2.0 3.2+ .o • 109x 2.0 2.9+ .o • 109X 2.0 2.0+ .0 . lllx 2.0 3.2+ .o • lllx 2. o 3 • 2+ .-• o • 109X 2.0 2.0+ .. 0 .109X 2.0 2.9+ .0 • 111x 2.0 3.2+ .o • 109x 2.0 2.0+ .o • 109X 2.0 2.9+ .0 • 11sx 2.0 3.6+ .o • 109x 2.0 2.0+ .o • 109x 2.4 2.9+ .o • 115x 2.7 3.6+ .o • 109x 2.0 2.0+ .o • 111x 3.2 3.2+ .o • 115x 2.7 3.0+ .o . 109x 2.0 2.2+ .o • 215x 2.0 5.2+ .o 1 ~~~~:~~:~~-~~g~:~~~~~:~~~ . WORKING WORKING LEN DEVELOPED NO. OF . TC RYY BC RYY LENGTH /(TC.RYY) 1.225 1.040 39.542 387.353 I --BRIDGING-SELF-WEIGHi-:-25.3 LBS/FT> a.a REQUIRED ERECTION STABILITY LAYOUT: H H I NOTE: I I I I I I I END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R SPACING ROWS TYPE 13.292 2 H LBS/FT TRUSS SELF WEIGHT. I I I CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 7 J24 22 K 264 39' 11-1/2" I ------------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** I I ------------------------------------------------------------------------------ DEPTH 22.00 BS LENGTH 39-11 1/2 **LOAD CRITERIA** BRIDGING LEFT END RGHT END ACTUAL DEFL DEVELOPED STANDARD STANDARD INCHES 13 • 3-2 • 31 TL 1.12 LL TOTAL LOAD= 464. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 621775.8 IN-LBS, REQD END REACTION= 5230.5 LBS I --------------------ADDITIONAL TC AXIAL LOAD= **BASIC DIMENSIONS** 7.0() KIPS. 1 I WK LENGTH 39.6250 LEFT RIGHT END PANEL END PANEL 3-0 0/0 3-0 0/0 LEFT TC RIGHT TC END PANEL END PANEL 2-0 0/0 2-0 0/0 DEPTH LEFT 22 0/0 20 7"/8 I------------------ DEPTH CENTER 22 0/0 20 71/8 DEPTH RIGHT 22 0/0 (ACTUAL) 20 71/8 (EFF) **TRUSS ANALYSIS** I ------------------EFF WEB WEB pp LOAD-LBS DEPTH MEM SLOPE 1 242.0 20.889 2 -.614 2 503.3 20.889 2D -:-1. 741 I 3 525.3 20.889 3 1.778 4 528.0 20.889 4· -.870 5 528.0 20·.889 V2 .000 6 528.0 20~889 5 .870 7 528.0 20.889 6 -.870 I 8 528.0 20.889 VJ .ooo 9 528.0 20.889 7 .870 10 528.0 20.889 8 -.870 11 528.0 20.889 V4 .ooo I 12 528.0 20.889 9 .870 13 528.0 20.889 10. -.870 14 528.0 20.889 vs .ooo 15 528.0 20.889 11 .870 16 528.0 20.889 llR -~870 I 17 528.0 20.889 VG .ooo 18 528.0 20.889 lOR .870 19 525.3 20.889 9R -.870 20 503.3 20.889 V7 .000 21 242.0 20.889 SR .870 I 22 .o .000 7R -.870 23 .0 .000 VB .ooo 24 .o .000 GR .870 25 .o .000 5R -.870 26 .o .000 V9 .ooo I ?.7 .0 .000 4R .870 ~8 .o .000 3R -1.778 ~9 .o .000 2DR 1.741 30 .;. 0 .000 2R . 614 I I LEFT VAR DIM 0-11 3/4 RIGHT VAR DIM 0-11 3/4 INTERIOR PANELS 8 AT 4-0 0/0 AXIAL LO IN-WEB + 9529.5 580.4 5146.1 + 6031. 7 528.0 5227.5 + 4423.3 528.0 3619.0 + 2814.8 528.0 2010.6 + 1206.3 528.0 402.1 402.1 528.0 + 1206.3 2010.6 528.0 + 2814.8 3619.0 528.0 + 4423.3 5227.5 528.0 + 6031. 7 5146.1 580.4 + 9529.5 AXIAL LD TOP CHORD 8119.5 7830.4 .o 14903.2 14903.2 .o 22182.8 22182.8 .o 27035.9 27035.9 .0 29462.4 29462.4 .o 29462.4 29462.4 .o 27035.9 27035.9 .o 22182.8 22182.8 .o 14903.2 14903.2 .0 7830.5 8119.6 .0 AXIAL LD BOT CHORD .o .o 10353.4 .o .o 18846.3 .o .o 24912.7 .o • 0 28552.5 .a .a 29765.7 • 0 • 0 28552.5 .o .0 24912.7 • 0 • 0 18846.3 .o .o 10353.4 • 0 • 0 • 0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 J24 I --------------**CHORD DESIGN** STEEL FY ----------------AXIAL STRESS I L END PANEL PP 6491.2 LEND PANEL MP 6491.2 L VAR PANEL PP 6260.0 L VAR PANEL MP 6260.0 I INT PANEL PP 23553.7 INT PANEL MP 23553.7 R VAR PANEL MP 6260.0 R VAR PANEL PP 6260.0 REND PANEL MP 6491.2 Mar 17, 1995 = 50000. PSl AXIAL MOMENT RATIO UNI LOAD .2404 -1184.7 .3201 804.5 .2087 -1184.7 .2865 458.2 .7851 -1056.0 .9461 528.0 .2865 458.2 .2087 -1184.7 _3·201 804.5 .2404 -1184.7 BENDING STRESS 3538.7 935.2 3538.7 532.6 3154.3 613.7 532.6 3538.7 935;2 3538.7 BENDING RATIO .1311 .0378 • ·1180 .Ol.94 .0000 .0000 .0194 :1100 .0378 .1311 COMBINED RATIO .3715 .3580 .3266 .3059 .7851 .9461 .3059 .3266 .3580 .3715 I R END PANEL PP 6491.2 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH 39-11 1/.2 34-9. 11/2 TC 25 L 2 X 2 X.163 BC 22 L 2 X 2 X.137 I SEC DESCRIPTION 29462. 1.00 38.7 29766. 1.00 121.0 AXIAL STRESS CBRMP 251. lDEV 12 213.2REQ 0 .OREQ TL BC 22 L 2 X 2 Xrl37 BOTTOM CHORD EXTENSION 2·s122. .9374 = o-5 0/0 ' L/360 LIVE LOAD DEV= 150.8 PLt, L/240 LIVE 264.0 PLF. LOAD DEV= 226.1 PLF I TOTAL LOAD FOR DEFL = · ;;iNo-PiNii.-nisiGN** · · .. -~------------------AXIAL LOAD K KL/R FLR ·WEB TO END BASEL I LEFT 8119.5 1.00 55.7 0 2D 2-0 0/.0 NGM NGM B. DEPTH 3 0/0 3 01/0 RIGHT 8119.6 1 .• 00 55.7 0 20 2-0 OlO ---------~--------·-----------------**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% I --------~~;~~----=~~iiiioN-=--~;;~~ SEC FORCE STRESS RATIO TC 25 7000. 5596.1 .1403 I LEND PANEL PP LEND PANEL MP I L VAR PANEL PP · L VAR PANEL MP . INT PANEL PP · INT PANEL MP R VAR PANEL MP I R VAR PANEL PP · . R END PANEL MP REND PANEL PP AXIAL FORCE 15119.5 15119.5 14830.4 14830.4 36765.7 36462.4 14830.5 14830.5 15119.6 15119.6 AXIAL STRESS 12087.3 12087.3 11856.2 11856.2 29392.3 29149.8 11856.2 11856.2 12087.3 12'087 .3 -COMPRESSION -AXIAL BENDING RATIO STRESS .3366 3538.7 .4482 935.2 .2971 3538.7 .4080 532.6 .7366 3154.3 .8803 613.7 .4080 532.6 .2971 3538.7 .4482 935.2 .3366 3538.7 I **WEB_DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= . END REACTION = I I I I WEB NO DESCRIPTION 2 114 7/8 ROUND 2D 3 L 1 X 1 X.109 3 14 Ll-1/2Xl-1/2X.115 4 8 Ll-l/4Xl-1/4X.111 V2 3 L 1 X 1 X~109 5 17 Ll-1/2Xl-1/2X.138 6 3 L 1 X 1 X.109 V3 3 L 1 X 1 X.109 Ql K 1.00 1 1.00 1 1.25 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 157.2 + 9530.+ 18040. 110.3 -580.-2531 . 90.5 -5146.-5397 • 121.7 + 6032.+ 7955 • 91.8 -675.-3413 . 101.5 -5228.-5664 . 152.9 + 4423.+ 6184. 91.8 -675.-3413 . BENDING RATIO .0985 .0295 .0887 .0151 .0000 .0000 .0151 .0887 .0295 .0985 COMBINED RATIO .4351 .4777 .3858 .4231 .7366 .8803 .4231 .3858 .4777 .4351 1307.6 LBS. 5230.5 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .215X 2.1 5.3+ .0 . 109x 2.0 2.6+ .o . 115x 3.0 3.4+ .o • 11ix 3.7 3.8+ .o . 109x 2.0 2.7+ .o . 137x 2.6 4.2+ .o .109x 2.1 3.4+ .o • 109X 2.0 2.7+ .0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 Mar 17, 1995 I J24 ---< ---------- **WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= 1307.6 LBS. END REACTION= 5230.5 LBS. I· I I I I -------------- WEB NO 7 14 8 3 V4 3 9 8 10 3 V5 3 11 8 11R 8 VG 3 lOR 3 9R 8 V7 3 SR 3 7R 14 vs 3 6R 3 5R 17 V9 3 4R 8 3R 14 2DR 3 2R 114 DESCRIPTION Ll-l/2Xl-1/2X.115 L 1 X 1 X.109 L 1 X 1 X.109 Ll-l/4Xl-1/4X.111 L 1 X 1 X.109 L 1 X 1 X.109 Ll-1[4Xl-1[4X.111 Ll-1]4Xl-1]4X.lll L 1 X 1 X.109 L 1 X 1 X.109 Ll-l/4Xl-1/4X.111 L 1 X 1 X.109 L 1 X 1 X.109 Ll-1/2Xl-l/2X.115 L 1 X 1 X.109 L 1 X 1 X.109 Ll-1/2Xl-1/2X.138 L 1 X l X.109 Ll-1[4Xl-l/4X.111 L1-172x1-1~2x.11s L 1 X 1 X.109 ... ··· 7/8 ROUND REQ DEV WELD SIZE AVBL Q1 K KL/RAX LOAD AX LOAD·· AND LENGTH WELD SLOT 1.00 101.1 -3619.-4712 •• 115X 2.1 4.2+ .0 1 1.00 152.9 + 2815.+ 6184 .. 109x 2.0 3.4+ .o 1 1.00 91.8 -675.-3413 .• 109x 2.0 2.7+ .o 1 1.00 121.7 -2011.-2672 •• 111x 2.0 3.8+ .o 1 1.00 152.9 + 1992.+ 6184 .. 109x 2.0 3.4+ .o 1 1.00 91.8 -675.-3413 •• 109x 2.0 2.7+ .o 1 1.00 1a1.7 -1992.-2672 •• 111x 2.0 3.8+ .o 1 1.00 lZl.7 -1992.-2672 •. 111x 2.0 3.8+ .o 1 1.00 91.8 -675.-3413~ .109x 2.0 2.7+ .o 1 1.00 152.9 + 1992.+ 6184 •• 109x 2.0 3.4+ .o 1 1.00 121.7 -2011.-2672 •• 111X 2.0 3.8+ .0 1 1.00 91.8 -675.-3413 •• 109x 2.0 2.7+ .o 1 1.00 152.9 + 2815.+ 6184 •• 109X 2.0 3.4+ .0 11.00101.1 -3619.-4712 •. 115x 2.1 4.2+ .o 1 1.00 91.8 -675.-3413 •• 109x 2.0 2.7+ .o 1 1.00 152.9 + 4423.+ 6184 •• 109x 2.7 3.4+ .o 1 1.00 101.5 -5228.-5664 •• 137x 2.6 4.2+ .o 1 1.00 91.8 -675.-3413 •• 109X 2.0 2.7+ .0 1 1.00 121.7 + 6032.+ 7955 •. 111x 3.7 3.8+ .o 1 1.25 90.5 -5146.-5397 •• 115X 3.0 3.4+ .0 l 1.00 110.3 -580.-2531 •• 109X 2.0 2.6+ .0 1 1.00 157.2 + 9530.+ 18040 •. 215x 2.1 5.3+ .o I ->;*BRIDGING REQUIREMENTS** WORKING WORKING LEN LENGTH /(TC RYY) .. DEVELOPED NO. OF SPACING ·. ROWS TYPE TC .RYY BC RY:Y 1.229 1.222 I --BRIDGING-SELF-WEIGHT-:- 39.625 387.022 29.7 LBS/FT> 9.8 1 I I I I I I I REQUlRED ERECTION STABILITY ~YOUT: --~----------------------NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/WJR H H 13.319 2 H LBS/FT TRUSS SELF WEIGHT. I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 8 Mar 17, 199.5 J29 22 K 232 39'-3" I -------------------~----------------------------------------------------------. **SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL 1 DEPTH BS LENGTH DEVELOPED STANDARD STANDARD INCHES · · · I-~~:~~--~~=-~-~~~ 13.1 2.23 TL 1.23 LL **LOAD CRITERIA** I TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 527048.5 IN-LBS, REQD END REACTION= 4514.~ LBS I --~~~::!~~~~-!:_~!!~~-~~~= 7.00 KIPS. **TCX/C.ANT LOAD CRITERIA** I R TCX LOADS: UNIFORM= 232. PLF • . ;;BASIC-DIMENSIONS;; NOTE: SPECIAL DIMENSIONS DEFINED-- I WK LENGTH 38.9167 LEFT RIGHT END PANEL END PANEL 2-8 0/0 2-8 0/0 LEFT TC RIGHT TC END PANEL END PANEL I 1-8 0/0 1-0 0/0 DEPTH DEPTH DEPTH" LEFT CENTER RIGHT I 22 0/.0 22 0/0 22 0/.0 (ACTUAL) -~~-~Z~--~:-~Z~--~1 OlO (EFF) -**TRUSS ANALYSIS** ------------------I pr EFF WEB WEB LOAD-LBS DEPTH MEM SLOPE 174.0 21.017 2 -.701 2 401.2 21.017 2D -1. 751 3 459.2 21.017 3 1. 82-s I 4 464.0 21.017 4 -.876 5 464 .-o 21.017 V2 .000 6 464.0 21.017 5 .876 7 464.0 21.017 6 -.876 8 464.0 21.017 V3 .000 I 16 464.0 21.017 7 .876 464.0 21.017 8 -.876 11 464.0 21.-017 V4 .ooo 12 464.0 21.017 9 .. 876 I 13 464.0 21.017 10 -.876 14 464.0 21.017 V5 .000 15 464.0 21.017 11 .876 16 464.0 21.017 llR -.876 17 464.0 21.017 V6 .000 I 18 464.0 21.017 lOR .876 19 536.5 21.017 9R -.876 20 401. 2 21.017 V7 .000 21 96.7 21.017 8R .876 22 .o .000 7R -.876 123 . 0 .000 V8 .000 24 • 0 .ooo 6R .876 25 .o .000 5R -.876 I I LEFT VAR DIM o-.1i .. 1/ 2 RIGHT + + + + + .... + + + VAR DIM INTERIOR PANELS 0-11 1/2 8 AT 4-0 0/0 AXIAL LD IN WEB 7564.6 462.0 4490.3 5282.3 464.0 4578.0 3873.7 464.0 3169.4 2465.1 464.0 1760.8 1056.5 464.0 352.2 352.2 464.0 1056.5 1760.8 464.0 2465.1 3169.4 464.0 3873.7 4578.0 TCX LEFT o-0 0/0 TCX RIGHT 0-0 1/8 AXIAL LD AXIAL LD TOP CHORD BOT CHORD 6195.5 .o 5966.5 .o .o 8121.9 12095.9 .0 12095.9 • 0 .o 15540.0 18454.2 .o 18454.2 • 0 .o 20838.6 22693.2 .o 22693.2 .o .o 24017.8 24812.6 .0 24812.6 . 0 .o 25077.5 24812.6 . 0 24812.6 . 0 .o 24017.8 22693.2 .0 22693.2 .0 .o 20838.6 18454.3 .o 18454.3 .0 .o 15540.0 12095.9 .0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 8 I J29 ~-----------------**TRUSS ANALY$IS** -------------·----EFF WEB I PP LOAD-LBS 26 .o 27 .o 28 .o 29 .o I 30 .o ----------------**CHORD DESIGN** ---------------- IL END PANEL PP LEND PANEL MP L VAR PANEL PP I L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP DEPTH MEM .000 V9 .ooo 4R .ooo 3R .000 2DR .000 2R STEEL FY AXIAL STRESS' 5433.8 5433.8 5232.9 5232.9 21761.8 21761.8 5195.8 5195~8 5530.6 5530.6 = Mar 17, 1995 WEB SLOPE .000 .876 -1.828 1.051 .701 50000. AXIAL RATIO .2013 .2610 .1744 .2463 .7254 .9074 .2874 .1732 .2417 .2048 AXIAL LD IN WEB 464.0 + 5282.3 4578.5 553.8 + 7699.4 PSI MOMENT UNI LOAD -834.2 421.4 -922.4 · 456. 7 -928.0 464.0 1021.1 -1411. 1 -1342.8 -1342.8 AXIAL LD AXIAL LD TOP CHORD BOT CHORD··· 12095.9 .o .o 8121.9 5924.2 .o 6305.9 .o .o .o BENDING BENDING STRESS RATIO 2725.1 .1009 528.5 .0219 3013.3 .1004 572.7 .0216 3031.6 .0000 581.9 .0000 1280.5 .0495 4609.6 .1537 4386.8 .1792 4386.8 .1625 COMBINED RATIO .3022 .2829 .2749 .2679 .7254 .9074 .3369 .3268 .4209 .3673 I R END PANEL MP R :ii:ND PANEL PP TC I BC SEC DESCRIPTION 23 L 2 X 2 X.148 18 L1-1/2Xl-1/2X.145 AXIAL WAD 24813. 25078. ··:f· KL/R 1. 00 38.5 1.00 162.6 I FLRS 212.SDEV 12 201.9REQ O .OREQ TL LENGTH 3.9-3 1/.8 34-9 010 BC SEC DESCRIPTION AXIAL-STRESS CBRMP 18 Ll-l/2Xl-l/2X. 145 3·0289. 1. 0000 BOTTOM CHORD EXTENSION=-0-5 0/0 I L/360 LIVE LOAD DEV= 134.1 PLF, L/240 TOTAL LOAD FOR DEFL = 232.0 PLF. LIVE LOAD DEV= 202.0 PLF **TCX DESIGN** I -------------- SEC R 23 27 BENDING MOMENT 44. TC E-MEM ·1 **END PANEL DESIGN** -------------------- I LEFT RIGHT I I I I I AXIAL LOAD K 6195.5 1.00 6305.9 1.00 REij S DEV S . 01 2.014 KL/R FLR WEB 45.5 0 2D 25.3 0 2D DEFLC BEARING REQ I DEV I IN. LENGTH DEPTH .002 3.216 .001 o-0 1/.8 3.00 1-10 1/8 TO END BASEL NGM NGM B. DEPTH 1-8 0/0 ·3 0/0 1-0 0/0 EP 3 0/0 I I I CARLSBAD AIRPORT CENTER 70-4~ 354 LIST 8 J29 Mar 17, 1995 **ADDITIONAL TC AXIAL LOAD DESIGN** I ----------------------------------ALLOWABLE STRESS INCREASED 33% ----------------------------------- AXIAL I SEC FORCE TC 23 7000. I L END PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP I INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP I.~-~~~-:~~~-:: **WEB DESIGN** -TENSION AXIAL STRESS 6139.3 AXIAL FORCE 13195.5 13195.5 12966.5 12966.5 32077.5 31812.6 12924.2 12924.2 13305.9 .13305.9 STEEL FY= I WEB NO DESCRIPTION ~D 11j t 7 /! -~O~D X.109 3 14 Ll-l/.2X1-l/.2X.115 4 8 Ll-ll4Xl-ll4X.111 I V2 3 .L 1 X l X.109 5 14 Ll-l/2Xl-1/2X.115 6 3 L. 1 X 1 X~l09 V3 3 L 1 X 1 .X.109 I 7 14 Ll-1/2Xl-1/2X.115 8 3 L 1 X 1 X.109 V4 3 L 1 X 1 X.109 9 8 Ll-1/4Xl-1/4X.111 10 3 L 1 X 1 X.109 I VS 3 L 1 X 1 X.109 11 8 Ll-l/.4Xl-1/.4X.lll llR 8 Ll-ll4X1-ll4X.111 V6 3 L 1 X l X.109 ldR 3 L 1 X 1 X.109 I 9R 8 Ll-1/4Xl-1/4X.lll V7 3 L 1 X 1 X.109 8R 3 L 1 X 1 X.109 7R 14 Ll-1/2Xl-l/2X.115 VS 3 L 1 X 1 X.109 I 6R 3 L 1 X 1 X.109 5R 14 Ll-1/2Xl-1/2X~115 V9 3 L 1 X 1 X.109 4R 8 Ll-1/.4Xl-l/4X.111 I 3R 14 L1-1,2x1-1,2x.11s 2DR 3 L 1 X 1 X.109 2R 114 7/8 ROUND ·------------------------**BRIDGING REQUIREMENTS** AXIAL RATIO .1539 -COMPRESSION -AXIAL AXIAL BENDING STRESS RATIO STRESS 11573.1 .3223 2725.1 11573.1 .4179 528.5 11372.2 .2850 301~.3 11372.2 .4025 572.7 28133.4 .7051 3031.6 27901.1 .8747 581.9 11335.l .4715 1280.5 11335.1 .2841 4609.6 11669.9 .3835 4386.8 11669.9 .3250 4386.8 50000. PSI. MIN VERT SHEAR= Q K 1 1.00 1 1.00 1 1.25 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.25 1 1.00 1 1.00 END REACTION= REQ DEV KL/RAX LOAD AX LOAD 147.4 + 7565.+ 18040. 112.4 -462.-2436. 91.7 -.4490.-5321. 123~0 + 5282.+ 7955 • 94.3 -.. 588.-3297 • 102.1 -4578.-4644 • 154.5 + 3874.+ 6184 • 94.3 -588.-3297. 102.1 -3169.-4644 • 154.5 + 2465.+ 6184 • 94.3 -588.-3297. 123.0 -1761.-2619 • 154.5 + 1713.+ 6184 • 94.3 -588.-3297. 123.0 -1713.-2619. 123.0 -1713.-2619 • 94.3 -588.-3297. 154.5 + 1713.+ 6184. 123.0 -1761.-2619 • 94.3 -588.-3297. 154.5 + 2465.+ 6184 • 102.1 -3169.-4644 . 94.3 -588.-3297. 154.5 + 3874.+ 6184 • 102.1 -4518.-4644 . 94.3 -588.-3297. 123.0 + 5282.+ 7955 • 91.7 -4578.-5321 • 138.9 -554.-1596. 147.4 + 7699.+ 18040 . BENDING RATIO .0759 .0169 .0755 .0169 .0000 .0000 .0402 .1155 .1357 .1222 COMBINED RATIO .3982 .4348 .3605 .4193 .7051 .8747 .5117 .3996 .5192 .4471 1128.6 LBS. 4514. 3 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .215x 2.0 4.9+ .o .109X 2. 0 2. 2+ • 0 .115x 2.6 2.9+ .o • 111x 3.2 3.2+ .o • 109x 2.0 2.0+ .o • 115x 2.7 3.6+ .o • 109X 2.4 2.9+ .0 .109X 2.0 2.0+ .0 • 115x 2.0 3.6+ .o • 109x 2.0 2.9+ .o .109X 2.0 2.0+ .0 • 111x 2.0 3.2+ .o • 109x 2.0 2.9+ .o .109X 2.0 2.0+ .0 .lllx 2.0 3.2+ .o . lllx 2.0 3.2+ .o .109x 2.0 2.0+ .o .109X 2.0 2.9+ .0 • lllx 2.0 3.2+ .o .109x 2.0 2.0+ .o • 109X 2.0 2.9+ .0 . 115x 2.0 3.6+ .o .109x 2.0 2.0+ .o • 109x 2.4 2.9+ .o • 115x 2.7 3.6+ .o .109X 2.0 2.0+ .0 • 111x 3.2 3.2+ .o • 115x 2.7 2.9+ .o .109x 2.0 2.6+ .o . 215x 2.0 4.9+ .o I --------T:-;~~--~~-;;;--wi~~a~~ w1~~~N~yttN °~ii~~~D N~ow~F TYPE 1.225 1.037 38.917 j81.230 13.083 2 H ---.-------------------,-BRIDGING SELF WEIGHT= 26.5 LBS/FT> 8.9 LBS/FT TRUSS SELF WEIGHT. I REQUIRED ERECTION STAB~LITY LAYOUT: H H -------------------------NOTE: 2D DISTANCE RGHT EITHER. SET OR SPECIFIED. I I I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 9 Mar 17, 1995 J31 22 K 232 39' 2-7/8" I ------------------------------------------------------------------------------. **SHORT SPAN JOIST DESIGN REQUIREMENTS Vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------~----------------------------------------------------- DEPTH BS LENGTH I-~~:~~--~~=-~-:~~ **LOAD CRITERIA** BRIDGING DEVELOPED 13.1 LEFT END RGHT END · STANDARD STANDARD ACTUAL DEFL INCHES 2.23 TL 1.23 LL I TOTAL-LOAD-:---232. PLF, LIVE LOAD= i28. PLF. REQD RESISTING MOMENT= 526766.3 IN-LBS, REQD END REACTION= 4513.1 LBS I ADDITIONAL TC AXIAL LOAD= --------------~-----------**TCX/CANT LOAD CRITERIA** 7.00 KIPS. I R TCX LOADS: UNIFORM= 232. PLF • . **BASIC DIMEN~IONS** NOTE: SPECIAL DIMENSIONS DEFINED----------------------LEFT RlGHT LEFT RIGHT I WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 38.9063 2-8 0/0 2-8 0/0 0-11 3/8 0-11-.3/.8 8 AT 4-0 0/0 LEFT TC RIGHT TC I END PANEL END PANEL 1-8 0/0 1-0 0/0 DEPTH DEPTH DEPTH LEFT CENTER RIGHT TCX LEFT TCX RIGHT I 22 0/.0 22 0/.0 22 0/.0 ~ACTUAL) o-0 0/0 o-0 1/8 21 0'/0 21 0'/0 21 0'/0 EFF} ------------------**TRUSS ANALYSIS** ------------------I EFF WEB· WEB AXIAL LD AXIAL LD AXIAL LD pp LOAD-LBS DE.PTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 174.0 21.017 2 -.701 + 7562.5 6193.8 .o 2 400.6 21.017 2D -1.751 461.3 5965.1 .o I 3 458.6 21.017 3 1.838 4484.0 .o 8108.5 4 464.0 21.017 4 -.876 + 5282.3 12082.5 . 0 5 4·64. 0 21.017 V2 .ooo 464.0 12082.5 .o 6 464.0 21.017 5 .876 ... 4578.0 .o 15526.6 7 464.0 21.017 6 -.876 + 3873.7 18440.8 .o I 8 464.0 21.017 V3 .ooo 464.0 18440.8 • 0 9 464.0 21.017 7 .876 3169.4 .o 20825.2 10 464.0 21.017 8 -.876 + 2465.1 22679.7 .o 11 464.0 21.017 V4 .ooo 464.0 22679.7 .o 12 464.0 21.017 9 .876 1760.8 .o 24004.4 I 13 464.0 21.017 10 -.876 + 1056.5 24799.2 .o 14 464.0 21.017 V5 .ooo 464.0 24799.2 .o 15 464.0 21.017 11 .876 .... 352.2 .0 25064.1 16 464.0 21.017 llR -.876 352.2 24799.2 .o 17 464.0 21.017 V6 .ooo 464.0 24799.2 .o I 18 464.0 21.017 lOR .876 + 1056.5 .o 24004.4 19 535.9 21.017 9:R -.876 1760.8 22679.7 .o 20 400.6 . 21. 017 V7 .000 464.0 22679.7 .o 21 96.7 21.017 8R .876 + 2465.1 .0 20825.2 I 22 .o .ooo 7R -.876 3169.4 18440.8 .o 23 .o .000 V8 .ooo 464.0 18440.8 • 0 24 .o .ooo 6R .876 + 3873. 7 .o 15526.6 25 .o .000 SR -.876 4578.0 12082.5 • 0 I I I I I CARLSBAD AIRPORT CENTER . 70-4-354 LIST 9 I J31 ------------------**TRUSS ANALYSIS** EFF WEB I PP LOAD-LBS DEPTH MEM 26 .o .000 V9 27 .o .ooo 4R 28 .o .ooo JR 29 .o .ooo 2DR I 30 .o .000 2R ----------------**CHORD DESIGN** STEEL FY ----------------AXIAL I STRESS LEND PANEL PP 5432.2 LEND PANEL M~ 5432.2 L VAR PANEL PP 5231.7 I L VAR PANEL MP 5231. 7 INT PANEL PP 21750.0 INT PANEL MP 21750.0 R VAR PANEL MP 5194.7 R VAR PANEL PP 5194.7 I R END PANEL MP 5529 .1 REND PANEL PP 5529.1 SEC DESCRIPTION = Mar 17, 1995 WEB SLOPE .000 .876 -1.838 1.051 .701 50000. AXIAL RATIO .2012 .2609 .1744 .2460 .7250 .9069 .• 2870 .1732 .2417 .2048 AXIAL LD IN WEB 464.0 + 5282.3 4572.1 552.9 + 7697.3 PSI MOMENT UNI LOAD -830.9 422.6 -919.5 452.7 -928.0 464.0 1016.8 -1406.8 -1336.7 -1336.7 AXIAL LOAD ·24799. 25064. K KL/R 1.00 38.5 1.00 162.6 AXIAL LD TOP CHORD 12082.5 .o 5923.0 6304.2 .o BENDING STRESS 2714.5 530.0 3003.8 567.7 3031.6 581.9 1275.1 4595.7 4366.8 4366.8 ..... AXIAL LD BOT CHORD .o 8108.5 .o . 0 .o BENDING COMBINED RATIO .1005 .0220 .1001 .0214 .0000 .0000 .0493 .1532 .1784 .1617 RATIO .3017 .2829 .2745 .2674 .7250 .9069 .3362 .3263 .4200 .3665 I FLRS LENGTH 39-3 0/0 34-8 7/8 TC 23 L 2 X 2 X.148 I BC 18 Ll-1/2Xl-1/2X~145 SEC 18 DESCRIPTION AXIAL STRESS CBRMP ·212.SDEV 12 201.8REQ 0 .OREQ TL BC Ll-l/2Xl-1/2X.145 30272. 1.0-00Q I BOTTO~ CHORD EXTENSION= 0-5 0/0 ~bJX£ t6X~ ~!Doitr: ½Ji:3 ~t1! L/240 LIVE LOAD DEV= 202.2 PLF **TCX DESIGN** I-------------- SEC R 23 20 BENDING MOMENT. 44. TC E-MEM I-~------------------**END PANEL DESIGN** -------------.------AXIAL LOAD LEFT 6193.8 I ~IGHT 6304.2 I I I I I K 1.00 1.00 REQ S DEV S .001 1.801 KL/R FLR WEB 45.5 0 2D 25.3 0 2D DEFLC BEARING REQ I DEV I IN. LENGTH DEPTH .002 2.749 .001 o-0 1/8 3.00 1-10 1/8 TO END BASEL NGM NGM B. DEPTH 1-8 0/0 3 0/0 1-0 0/0 EP 3 0/0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 9 J31 . Mar 1 7, 19 9 5 -----------------------------------**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ----------------------------------- SEC 23 AXIAL FORCE 7000. -TENSION -AXIAL STRESS 613'9. 3 AXIAL RATIO .1539 -COMPRESSION -AXIAL AXIAL BENDING I. LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP AXIAL FORCE 13193.8 13193.8 12965.1 12965.1 32064.1 31799.2 12923,. 0 12923.0 13304.2 13304.2 STRESS RATIO STRESS 11571.6 .3222 2714.5 11571.6 .4179 530.0 11371.0 .2850 3003.8 11371.0 .4020 567.7 I INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP 28121.7 .7048 3031.6 27889.3 .8744 581.9 11334.1 .4708 1275.1 11334.1 .2841 4595.7 REND PANEL MP 11668.4 .3834 4366.8 1 ;;~i~~~rsi~N;; STEEL FY 11668.4 .3249 4366.8 = 50000. PSI. MIN VERT SHEAR = END REACTION= I I I I I WEB 2 2D 3 4 V2 5 6 V3 7 8 V4 9 10 VS· 11 llR V6 lOR 9R V7 8R 7R vs 6R 5R V9 4R 3R 2DR 2R NO 114 . 3 14 8 3 14 3 3 14 3 3 a 3 3 8 8 3 3 8 3 3 14 3 3 14 3 8 14 3 114 DESCRIPTION Q 7 /8 ROUND .... ·.l L 1 X l X.109 1 Ll-l/2Xl-1/.2X.115 1 Ll-l14Xl-l/4X.lll 1 L 1 X 1 X.109 1 L1-1/2Xl-l/2):{·.115 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 Ll-l/2Xl-l/2X.115 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 Ll-l/4Xl-l/4X.lll 1 L 1 X 1 X.109 1 L 1 · X 1 X.109 1 Ll-1/4Xl-1/.4X.111 1 Ll-l14Xl-1/4X.111 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 L1-1/4Xl-1/4X.lll 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 Ll-1/2Xl-l/2X.115 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 Ll-l/2Xl-l/2X.115 1 L 1 X 1 X.109 1 Ll-l/.4X1-1/4X.111 1 L1-1,2x1-1,2x.115 1 L 1 X 1 X.109 1 7/8 ROUND 1 **BRIDGING REQUIREMENTS** -----·------------------- REQ DEV K KL/RAX LOAD AX LOAD 1.00 147.4 + 7562.+ 18040 • 1.00 112.4 -461.-2436. 1.25 91.6 -4484.-5329 • 1.00 123.0 + 5282.+ 7955. 1.00 94.3 -588.-3297~ 1.00 102.1 -4578.-4644. 1.00 154.5 + 3874.+ 6184~ 1.00 94.3 -588.-3297 • 1.00 102.1 3169.-4644. 1.00 154.5 + 2465.+ 6184. 1.00 94.3 -588.-3297. 1.00 123.0 -1761.-2619 • 1.00 154.5 + 1713.+ 6184. 1.00 94.3 -588.-3297. 1.00 123.0 -1713.-2619. 1.00 123.0 -1713.-2619 • 1.00 94.3 -·5ss.-3297. 1.-00 154.5 + 1713.+ 6184. 1.00 123.0 -1761.-2619. 1.00 94.3 -588.-3297. 1.00 154.5 + 2465.+ 6184. 1.00 102.1 -3169.-4644. 1.00 94.3 -588.-3297 • 1.00 154.5 + 3874.+ 6184. 1.00 102.L -. 4578.-4644 • 1.00 94.3 -588.-3297. 1.00 123.0 + 5282.+ 7955. 1.25 91.6 -4572.-5329. 1.00 138.9 -'553.-1596. 1.00 147.4 + 76~7.+ 18040. BENDING RATIO .0756 .0170 .0753 .0167 .0000 .0000 .0400 .1152 .1351 .1216 COMBINED RATIO .3978 .4348 .3603 .4187 .7048 .8744 .5108 .3992 .5186 .4465 1128.3 LBS. 4513.1 LBS. WELD SIZE AVBL AND LENGTH WELD SLO'I!. • 215x 2.0 4.9+ .o .l09x 2.0 2.2+ .o • 115x 2.6 2.9+ .o .111x 3.2 3.2+ .o .109x 2.0 2.0+ .o .115x 2.7 3.6+ .o .109X 2.4 2.9+ .0 • 109x 2.0 2.0+ .o .115x 2.0 3.6+ .o .109X 2.0 2.9+ .0 .109X 2.0 2.0+ .0 • lllx 2.0 3.2+ .o .109x 2.0 2.9+ .o .109X 2.0 2.0+ .0 .lllx 2.0 3.2+ .o • lllx 2.0 3.2+ .o .109x 2.0 2.0+ .o .109x 2.0 2.9+ .o .lllx 2.0 3.2+ .o .109x 2.0 2.0+ .o .109X 2.0 2.9+ .0 .115x 2.0 3.6+ .o • 109x 2.0 2.0+ .o .109x 2.4 2.9+ .o • 115x 2.7 3.6+ .o .109x 2.0 2.0+ .o .lllx 3.2 3.2+ .o .115x 2.7 2.9+ .o .109X 2.0 2.6+ .0 .215x 2.0 4.9+ .o I WORKING LENGTH 38.906 WORKING LEN / (TC RYY) 381.128 DEVELOPED NO. OF I TC RYY 1.225 BC RYY 1.037 --·-----------------------BRIDGING SELF WEIGHT= 26.6 LBS/FT> REQUIRED ERECTION STABILITY LAYOUT: H 8.8 H SPACING ROWS TYPE 13.080 2 H LBS/FT TRUSS SELF WEIGHT. I NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED. I I I I CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 9 J32 22 K 232 39' 2-3/8" I ----------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** I DEPTH 22.00 BS LENGTH 39-2 3/8 **LOAD CRITERIA** BRIDGING DEVELOPED 13.1 LEFT END RGHT END STANDARD STANDARD ACTUAL DEFL ·INCHES 2.29 TL 1.27 LL ~OTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF. I ----------------- REQD RESISTING MOMENT= 525638.8 IN-LBS, REQD END REACTION 45og_3 LBS ADDITIONAL TC AXIAL LOAD= 7.00 KIPS. I --------------------------**TCX/CANT LOAD CRITERIA** ---·------------------·--IR TCX LOADS: UNIFORM= 232. PLF. --------------------**BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED-- I I ------~------------- WK LENGTH 38.8646 LEFT RIGHT END PANEL. END PANEL 2-8 0/0 2-8 0/0 LEFT TC RIGHT TC END PANEL END PANEL 1-8 0/0 .1-0 0/0 DEPTH LEFT. I . 22 0/.0 21 0/0 DEPTH . DEPTH .. _ CENTER RIGHT 22 0/0 22 0/.0 (ACTUAL) 21 0/0 21 0/0 .(EFf) I I I I I I I I **TRUSS ANALYSIS** ------------------EFF pp LOAD-LBS DEPTH 1 174.0 21. 021 2 398.1 21.021 3 456.1 21.021 4 4"64. 0 21.021 5 464.0 21. 021 6 464 .·O 21.·021 7 464.0 21.021 8 464.0 21.021 9 464.0 21.021 10 464.0 21.021 11 464.0 21.021 12 464.0 21.021 13 464.0 21.021 14 464.0 21.021 15 464.0 21.021 16 464.0 21.021 17 464.0 21.021 18 464.0 21.021 19 533.5 21.021 20 398.1 21.021 21 96.7 21.021 22 .0 .ooo 23 .o .000 24 .o .000 25 .o .000 WE.B WEB MEM SLOPE 2 -.701 2D -1.752 3 1.879 4 -.876 V2 .000 5 .876 6 -.876 V3 .ooo 7 .876 8 -.876 V4 .ooo 9 .876 10 --876 V5 .ooo 11 .876 llR -.876 V6 .ooo lOR .876 9R -.876 V7 .ooo SR .876 7R -.876 V8 .ooo 6R .876 5R -.876 . LEFT RIGHT VAR DIM VAR DIM INTERIOR PANELS 0-11 1/8 0-11 1/8 8 AT 4-0 0/0 AXIAL LD IN WEB + 7553.l 458.5 4458.9 + 5281.7 464.0 4577.5 + 3873.3 464.0 3169.0 + 2464.8 464.0 1760.6 + 1056.3 ... 464.0 352.1 352.1 464.0 + 1056.3 1760.6 464.0 + 2464.8 3169.0 464.0 + 3873.3 4577.5 TCX LEFT o-0 0/0 TCX RIGHT o-0 1/8 AXIAL LD AXIAL LD TOP CHORD BOT CHORD 6185.7 .o 5958.4 .o .o 8053.3 12026.5 .o 12026.5 .o .o 15470.0 18383 .-7 • 0 18383.7 • 0 .o 20767.6 22621. 7 • 0 22621. 7 .o .o 23946.2 24740.8 .o 24740.8 .o . 0 25005.7 24740.8 .o 24740.8 .o .o 23946.2 22621. 7 .o 22621. 7 • O· .o 20767.6 18383.7 .o 18383.7 .o .o 15470.0 .12026.5 . 0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 9 J32 **TRUSS ANALYSIS** ------------------I I I EFF WEB pp LOAD-LBS 26 .o 27 .o 28 .o 29 .o 30 .o ----------------**CHORD DESIGN** ---------------- I L END PANEL PP LEND PANEL MP · L VAR PANEL PP L VAR PANEL MP I INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP DEPTH MEM .000 V9 .000 4R .ooo JR .ooo 2DR .000 2R STEEL FY AXIAL STRESS 5844.1 5844.1 5629.3 5629.3 23374.3 23374.3 5590.5 5590.5 5948.3 5948.3 = Mar 17, 1995 WEB SLOPE .000 .876 -1.879 1.051 .701 50000. AXIAL RATIO .2164 .2901 .1876 .2716 .7791 1.0000 .,3143 .1863 .2696 .2203 AXIAL LD IN WEB 464.0 + 5281.7 4546.5 549.6 + 7687.9 PSI .·· MOMENT UNI LOAD -818.1 427.4 -908.0 436.7 -928.0 464.0 999.7 -1389.8 -1312.4 -1312.4 AXIAL LD TOP CHORD 12026.5 .o 5917.3 6296.1 .o BENDING STRESS 2872.2 570.2 3188.0 582.7 3258.1 619.1 1333.8 4879.4 4607.6 4607.6 AXIAL LD BOT CHORD .o 8053.3 .o .o .o BENDING COMBINED RATIO .1064 .0246 .1063 .0228 .0000 .0000 .0537 .1626 .1956 .1707 RATIO .3228 .3148 .2939 .2945 .7791 1.0000 .3680 .3490 .4652 .3910 I R EN~ ~~EL PP SEC. DESCRIPTION TC 22 L 2 X 2 X.137 BC 18 L1-1/2Xl-1/2X.145 AXIAL LOAD K KL/R 24741. 1.00 38.4 25006. 1.00 162.6 . I FLRS 205.9DEV 12 201. lREQ 0 LENGTH 39-2 1/.2 34-8 3/8 1· 'Be sf~ .. DESCRIPTION . AXIAL STRESS CBRMP .OREQ TL Ll-l/2Xl-1/2X.145 30202. 1.0000 BOTTOM CHORO EXTENSION= 0-5 ·010 L6360 LIVE LOAD DEV= 131.0 PLF, L/240 LIVE LOAD DEV= 196.5 PLF I _______ !_!~~-:'°AD FOR DEFL = 232,0 PLF. **TCX. DESIGN** I SEC R 22 20 TC E-MEM BENDING MOMENT 44. I ~~~!~-:~~~-2~~!~~~~ AXIAL-LOAD K LEFT 6185.7 1.00 I I I I I I RIGHT 6296.1 1.00 REQ S .0'01 KL/R 45.4 25.2 DEV S 1.760 REQ I .002 DEV I 2.655 DEFLC IN. .001 FLR WEB TO END BASEL NGM NGM O· 2D 1-8 0/.0 0 2D 1-0 010 EP LENGTH o-0 1/8 1-10 1/8 BEARING DEPTH 3.00 B. DEPTH 3 0/0 3 o,o I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 9 Mar 17, 1995 -----------------------------------I J32 **ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ----------------------------------- I TC SEC 22 AXIAL FORCE 7000. -TENSION -AXIAL STRESS 6613.4 AXIAL RATIO .1657 -COMPRESSION - I L END PANEL PP LEND PANEL MP L VAR PANEL PP AXIAL FORCE 13185.7 13185.7 12958.4 12958.4 32005.7 31740.8. 12917.3 12917.3 13296.1 13296.1 L VAR PANEL MP I INT PANEL PP · INT PANEL MP R VAR PANEL MP R VAR PANEL PP I R END PANEL MP REND PANEL PP **WEB DESIGN** STEEL FY= I I I I I I I WEB 2 2D 3 4 V2 .·5 ·5 V3 7 8 V4 9 10 vs 11 llR V6 lOR 9R V7 BR 7R vs 6R SR V9 4R 3R 2DR 2R NO DESCRIPTION 114· .. 7 /8 ROUND 3 L 1 X 1 X.109 14 Ll-1/.2Xl-l/.2X.115 8 Ll-ll4Xl-1]4X.lll 3 L 1 X 1 X.109 14 Ll-1/2X1-1/2X.115 3 L 1 X 1 X.109 3 L 1 X 1 X.109 14 Ll-1/2Xl-l/2X.115 3 L 1 X 1 X.109 3 L 1 X 1 X.109 8 Ll-1/4X1-1/4X.111 3 L 1 X 1 X.109 3 L 1 X L X.109 8 Ll-l/.4Xl-1[4X.lll 8 Ll-ll4Xl-ll4X.lll 3 L 1 X 1 X.109 3 L 1 X 1 X.109 8 Ll-1/4Xl-1/4X.111 3 L 1 X 1 X.109 3 L 1 X 1 X.109 14 L1-1/2X1-l/2X.115 3 L 1 X 1 X.109 3 L 1 X 1 X.109 14 Ll-l/2X1-l/2X.115 3 L 1 X 1 X.109 · 8 Ll-1/4Xl-1/4X.111 14 L1-1,2x1-1,2x.11s 3 L 1 X 1 X.109 114 7/8 ROUND ---------------------- AXIAL STRESS 12457.4 12457.4 12242.7 12242.7 30237.9 29987.7 12203.8 12203.8 12561. 7 12561. 7 AXIAL BENDING RATIO STRESS .3469 2872.2 .4650 570.2 .. 3068 3188.0 .• 4442 582.7 .7578 3258.1 .9729 619.1 .5159 1333.8 .3059 4879.4 .4281 4607.6 .3498 4607.6 50000. PSI. MIN VERT SHEAR= END REACTION= REQ DEV Q K KL/RAX LOAD AX LOAD 1 1.00 147.4 + 7553.+ 18040. 1 1.00 112.4 -458.-2436. 1 1.25. 91.1 -4459.-5364. 11.0012~.o + s202.+ 7955 • 1 1. 00 .. 94. 3 -588. -3297. 1 1.00 102.1 -4578.-4644 . 1 1.00.154.5 + 3873.+ 6184. 1 1.00 94·.3 -588.-3297. 1 1.00 102.1 -3169.-4644 . 1 1.00 154.5 + 2465.+ 6184. 1 1.00 94.3 -588.-3297. 1 1.00 123.0 -1761.-2619 . 1 1.00 154.5 + 1711.+ 6184. 1 1.00 ~4.3 -588.-3297. 1 1.00 123.0 -1711.-2619. 1 1.00 123.0 -1711.-2619 • 1 1.00 94.3 -588.-3297. 1 1.00 154.5 + 1711.+ 6184. 1 1.00 123.0 -1761.-2619. 1 1.00 94r3 -588.-3297 • 1 1.00 154.5 + 2465.+ 6184. l 1.00 102.1 -3169.-4644. 1 1.00 94.3 -588.-3297. 1 1.00 154.5 + 3873.+ 6184. 1 1.00 102.1 -4578.-4644. 1 1.00 94.3 -588.-3297 . 1 1.00 123.0 + 5282.+ 7955. 1 1.25 91.1 -4546.-5364. 1 1.00 138.9 -550.-1596. 1 1.00 147.4 + 7688.+ 18040. BENDING RATIO .0800 .0190 .0799 .0179 .0000 .0000 .0439 .1223 .1483 .1283 COMBINED RATIO .4269 .4840 .3867 .4621 .7578 .9729 .5598 .4282 .5763 .4781 1127.1 LBS. 4508.3 LBS. WELD SIZE ·AVBL AND LENGTH WELD SLOT .215x 2.0 4.9+ .o .109x 2.0 2.2+ .o .11sx 2.6 2.9+ .o • 111x 3.2 3.2+ .o .109X 2.0 2.0+ .0 . 115x 2.7 3.6+ .o .109x 2.4 2.9+ .o .109X 2.0 2.0+ .0 • 115x 2.0 3.6+ .o .109x 2.0 2.9+ .o .109x 2.0 2.0+ .o . 111X 2.0 3.2+ .0 .109X 2.0 2.9+ .0 .109X 2.0 2.0+ .0 .111x 2.0 3.2+ .o • lllx 2.0 3.2+ .o .109x 2.0 2.0+ .o .109X 2.0 2.9+ .0 .111x 2.0 3.2+ .o • 109x 2.0 2.0+ .o .109x 2.0 2.9+ .o .115X 2.0 3.6+ .0 .109x 2.0 2.0+ .o .109x 2.4 2.9+ .o .115x 2.7 3.6+ .o . 109x 2.0 2.0+ .o .lllx 3.2 3.2+ .o .115x 2.7 2.9+ .o .109x 2.0 2.6+ .o .215X 2.0 4.9+ .0 **BRIDGING REQUIREMENTS** I------------------------WORKING WORKING LEN DEVELOPED NO. OF LENGTH /(TC RYY) · SPACING ROWS TYPE TC RYY 1.222 BC RYY 1.037 38.865 381.545 13.066 2 H 24.2 LBS/FT> 8.5 LBS/FT TRUSS SELF WEIGHT. I-------------------------BRIDGING SELF WEIGHT= REQUIRED ERECTION STABILITY LAYOUT: H H -------------------------1 NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED. I I I 'I CARLSBAD AIRPORT CENTER 70-4-354 LIST 10 Mar 16, 1995 J34 22 K 264 39' 2-7/8" ------------------------------------------------------------------------------1 **SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ' ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH DEVELOPED STANDARD STANDARD·· INCHES I 2'2.00 39-2 7/8 13.1 2.24 TL 1.09 LL -----------------**LOAD CRITERIA** I TOTAL LOAD= 264. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 599423.7 IN-LBS, REQD END REACTION= 5135.6 LBS ADDITIONAL TC AXIAL LOAD= 7.00 KIPS. I --------------------------**TCX/CANT LOAD CRITERIA** -------------------------- I ~-:~~--~~~~~:--~!~~RM= 264. PLF. **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED-- I I --------------------LEFT RIGHT WK LENGTH END PANEL END PANEL 38. 9063 2-8-.0/0 2-8 0/0 LEFT TC RIGHT TC END PANEL END PANEL . 1-8 0/0 1-0 0/0 DEPTH DEPTH DEPTH LEFT CENTER RIGHT 22 0/.0 22 0/0 22 0/.0 fACTUAL) I -~~-~'~--~~-~L~--~1 o~o EFF) **TRUSS ANALYSIS** I I I I I I I I ------------------EFF pp LOAD-LBS DEPTH 1 198.0 21.002 2 455.8 21.002 3 521.8 21.002 4 528.0 21.002 5 528.0 21.002 6 528.0 21.002 7 528.0 21.002 8 528.0 21.002 9 528.0 21.002 10 528.0 21.002 11 528.0 21.002 12 528.0 21.002 13 528.0 21.002 14 528.0 21.002 15 528.0 21.002 16 528.0 21.002 17 528.0 21.002 18 528.0 21.002 19 609.8 21.002 20 455.8 21.002 21 110.0 21.002 22 .o .ooo 23 .o .000 24 .o .000 25 .o .ooo WEB WEB MEM SLOPE 2 -.700 2D -1.750 3 1.836 4 -.875 V2 .000 5 .875 6 -.875 VJ .000 7 .875 8 -.875 V4 .ooo 9 .875 10 -.875 V5 .000 11 .875 llR -.875 V6 .ooo lOR .875 9R -.875 V7 .ooo BR .875 7R -.875 VB .000 6R .875 5R -.875 LEFT VAR DIM 0-11 3/8 RIGHT VAR DIM 0-11 3/8 INTERIOR PANELS 8 AT 4-0 0/0 AXIAL LD IN WEB + 8609.6 525.0 5103.3 + 6013.3 528.0 5211.5 + 4409.-7 528.0 3608.0 + 2806.2 528.0 2004.4 + 1202.7 528.0 400.9 400.9 528.0 + 1202.7 2004.4 528.0 + 2806.2 3608.0 528.0 + 4409.7 5211.5 TCX LEFT o-0 0/0 TCX RIGHT o-0 1/8 AXIAL LD TOP CHORD 7053.0 6792.6 .o 13758.5 13758.5 .o 20998.9 20998.9 .o 25825.8 25825.8 .o 28239.2 28239.2 .o 28239.2 28239.2 .0 25825.8 25825.8· .o 20998.9 20998.9 .o 13758.5 AXIAL LD BOT CHORD .o .o 9233.3 .o .o 17680.4 .o .o 23714.0 .o .0 27334.2 • 0 .o 28540.9 .o .o 27334.2 .o • 0 23714.0 .0 .o 17680-. 4 • 0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 10 Mar 16, 1995 I J34 **TRUSS ANALYSIS** .1 PP 26 27 28 29 LOAD-LBS . • 0 .o .o .o .o I 30 **CHORD DESIGN** EFF WEB DEPTH MEM .000 V9 .000 4R .000 JR .000 2DR .000 2R STEEL FY WEB SLOPE .000 .875 -1.836 1.050 .700 AXIAL LD IN WEB. 528.0 + 6013.3 5203.5 629.4 + 8763.0 = 50000. PSI AXIAL AXIAL MOMENT I STRESS RATIO UNI LOAD LEND PANEL PP 5638.5 .2088 -945.6 LEND PANEL MP 5638.5 .2612 480.9 L VAR PANEt PP 5430.3 .1810 -1046.3 L VAR PANEL MP 5430.3 .2471 515.1 I INT PANEL PP 22575.8 .7525 -1056.0 INT PANEL MP 22575.8 .9068 528.0, R VAR PANEL MP 5392.0 .2907 1157.1 R VAR PANEL PP 5392. 0 .1797 -1600. 8 R filND PANEL PP 5739.0 .2126 -1521.1 ... · .. AXIAL LD TOP CHORD 13758.5 .o 6744.6 7178.7 .o BENDING STRESS 2824.4 559.0 3125.4 598.7 3154.3 613.7 1344.9 4781. 6 4543.5 4543.5 AXIAL LD BOT CHORD • 0 9233.3 .o .o .o BENDING COMBINED RATIO .1046 .0222 .1042 .0216 .0000 .0000 .0500 .l.594 .1780 .1683 RATIO .3134 .2834 .2852 .2688 .7525 .9068 .3407 .3391 .41.90 .3808 I R END PANEL MP 5739. 0 • 2410 -1521. 1 'SEC DESCRIPTION AXIAL LOAD K KL/R TC 25 L 2 X 2 X.163 . 28239. 1.00 38.7 I FLRS 240.6DEV 12 201.SREQ 0 .OREQ TL LENGTH 39-3 0/0 34-8 7/8 I BC 20 Ll-1/2Xl-1/2X.170 2854:'.J .• 1.00 163.3 SEC DESCRIPTION AXIAL STRESS CBRMP BC 20 L1-112x1-·112x.110 29662. . • 9887 . BOTTOM CHORD EXTENSION= 0-5 0/0 . L/360 LIVE LOAD DEV= 152~6 PLF, L/240 LIVE LOAD DEV= TOTAL LOAD FOR DEFL = 264.0 PLF. I --------------228.9 PLF 1 **TCX DESIGN** -----~-------- SEC R 25 20 TC E-MEM BENDING MOMENT 50. I--------------------**END PANEL DESIGN** --------------------. . AXIAL LOAD 7053.0 7178.7 LEFT I RIGHT K 1.00 1.00 I I I I I REQ S DEV S .002 1.826 KL/R FLR WEB 45.6 0 2D 25.3 0 2D DEFLC BEARING REQ I DEV I IN. LENGTH DEPTH .002 2.865 .001 o-0 1/8 3.00 1-10 1/8 TO END BASEL NGM NGM B. DEPTH 1-8 0/0 3 0/0 1-0 0/0 EP 3 0/0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 10 J34 Mar 16, 1995 . **ADDITIONAL TC AXIAL LOAD DESIGN** I.-----------------------------------ALLOWABLE STRESS INCREASED 33% -----------------------------~----- I TC SEC 25 AXIAL FORCE 1000. I L END PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP I INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP -TENSION -AXIAL · · · AXIAL STRESS RATIO 5596.1 .1403 AXIAL FORCE 14053.0 14053.0 13792.6 13792.6 35540.9 35239.2 13744.6 13744.6 14178.7 14178.7 AXIAL STRESS 11234.6 11234.6 11026.4' "11026.4 28413.1 28171. 9 10988.1 10988.1 11335.1 11335.1 -COMPRESSION -AXIAL BENDING RATIO STRESS .3129 2824.4 .3913 559.0 .2764 3125.4 ·.3773 598.7 .7121 3154.3 .8508 613.7 .4454 1344.9 .2754 4781.6 •. 3580 4543. 5 .3157 4543.5 I ~-~~~-!~~~-~~ **WEij DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= END REACTION= I I I I I I I WEB 2 2D 3 4 V2 5 6 V3 7 8 V4 9 10 V5 11 llR V6 lOR 9R V7 BR 7R VB 6R 5R V9 4R 3R 2DR 2R NO 114 3 17 9 3 17 3 3 14 3 3 8 3 3 8 8 3 3 8 3 3 14 3 3 17 3 1~ .3 114 DESCRIPTION 7/8 ROUND L 1 X 1 X.109 Ll-ll2Xl-l/.2X.138 Ll-174Xl-174X.133 L 1 X 1 X.109· Ll-1/2Xl-1/2X.138 L 1 X l X.109\ L 1 X 1 X.109 Ll-1/2Xl-l/2X.115 L 1 X 1 X.109 L 1 X 1 X.109 Ll-1/4Xl-1/4X.111 L· 1 X 1 X.109 L 1 X 1 X.109 Ll-1l4Xl-l/.4X.111 Ll-174Xl-ll4X.111 L 1 X 1. X.109 L. 1 X l X.109 L1-l/4Xl-l/4X.111 L 1 X 1 X.109 L 1 X 1 X.109 Ll-1/2Xl-1/2X.115 L 1 X 1 X.109 L 1 X 1 X.109 Ll-l/2Xl-1/2X.138 L 1 X 1 X.109 Ll-1./. 4Xl-l/. 4X.133 L1-172Xl-ll2X.138 L 1 X 1 X.109 7/8 ROUND -------------------------**BRIDGING REQUIREMENTS** ------------------------- Q i< 1 1.00 1 1.00 1 1.25 1 1.00 1 1.00 1 1.00 1 1.00 · 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.25 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 147~5 + 8610.+ 18040 • 112.4 ~ 525.-2436 . 92.0 -5103.-6508 • 123.5 + 6013.+ 9444. 94.3 -669.-3297 • 102.6 -5211.-5570. 154.5 + 4410.+ 6184 • 94.3 -669.-3297 • 102.1 -3608.-4644 • 154.5 + 2806.+ 6184 • 94.3 -669.-3297. l.23.0 -2004.-2619 . 154.5 + 1950.+ 6184. 94.3 -669.-3297 • 123.0 -1950.-2619 • 123.0 -1950.-2619. 94.3 -669.-3297. l.54.5 + 1950.+ 6184 • 123.0 -2004.-2619. 94.3 -669.-3297 • 154.5 + 2806.+ 6184. 102.1 -3608.-4644. 94.3 -669.-3297 • 154.5 + 4410.+ 6184 • 102.6 -5211.-5570 • 94.3 -669.-3297 • l.23.5 + 6013.+ 9444. 92.0 -5204.-6508 • 138.9 -629.-1596 • 147.5 + 8763.+ 18040. BENDING COMBINED RATIO RATIO .0787 .3915 .0171 .4084 .0783 .3547 .0169 .3942 • 0000 • 7121 .0000 .8508 .0403 .4857 .1198 .3952 .1347 .4927 .1265 . 4422 1283.9 LBS. 5135.6 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT . 21sx 2.0 4.9+ .o • 109X 2.0 2.2+ .0 • 138x 2.5 2.9+ .o .133X 3.0 3.3+ .0 • 109x 2.0 2.0+ .o .138X 2.5 3.6+ .0 . 109x 2.7 2.9+ .o . 109x 2.0 2.0+ .o • 115x 2.1 3.6+ .o • 109x 2.0 2.9+ .o .109X 2.0 2.0+ .0 . lllx 2.0 3.3+ .o .109x 2.0 2.9+ .o • 109x 2.0 2.0+ .o • 111x 2.0 3.3+ .o .lllx 2.0 3.3+ .o .109x 2.0 2.0+ .o . 109X 2.0 2.9+ .0 .lllx 2.0 3.3+ .o • 109x 2.0 2.0+ .o .109X 2.0 2.9+ .0 .115x 2.1 3.6+ .o • 109x 2.0 2.0+ .o . 109x 2.7 2.9+ .o . 138X 2.5 3.6+ .0 • 109x 2.0 2.0+ ~o .133x 3.0 3.3+ .o . 138X 2.5 2.9+ .0 . 109X 2.0 2.6+ .0 .215x 2.0 4.9+ .o 1 WORKING TC RYY BC RYY LENGTH 1.229 1.044 38.906 WORKING LEN /(TC RYY) :380.002 DEVELOPED SPACING 13.080 NO. OF ROWS 2 TYPE H I I I BRIDGING SELF WEIGHT= 32. 4 LBS/FT > 9.7 LBS/FT TRUSS SELF WEIGHT. REQUIRED ERECTION STABILITY LAYOUT: H H NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED. I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 11 J35 22 K 264 39' Mar 17, 1995 2-3/8" ------------------------------------------------------------------------------·1 **SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 $JI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------ DEPTH BS LENGTH LEFT END RGHT END STANDARD STANDARD I -~~:~~--~~=-~-~~~ **LOAD CRITERIA** BRIDGING DEVELOPED 13.1 ACTUAL DEFL INCHES 2.23 TL 1.08 LL TOTAL LOAD= 264. PLF, LIVE LOAD= 128. PLF. I REQD RESISTING MOMENT= 598140.6 IN-LBS, REQD END REACTION= 5],.30.1 LBS ADDITIONAL TC AXIAL LOAD= 7.00 KIPS. I ~~~~~z~~~=~~~~=~~~§~~!~~~ I ~-!~!--~~~~: __ ~!!!~RM= **BASIC DIMENSIONS** -------------------- 264. PLF. NOTE: SPECIAL DIMENSIONS DEFINED-- LEFT RIGHT LEFT RIGHT I WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 38.8646 2-8 0/0 2-8 0/0 .... o.~11 1/8 0-11 1/8 8 AT 4-0 0/0 LEFT TC RIGHT TC END PANEL END PANEL I 1-8 0/0 1-o. 0/0 DEPTH DEPTH DEPTH LEFT CENTER RIGHT I 22 0/0 22 0/0 22 0/.0 fACTUAL) 21 0/0 21 0/0 21 0/0 . EFF) ------------------**TRUSS ANALYSIS** ------------------ I EFF WEB WEB pp· LOAD-LBS DEPTH MEM SLOPE 1 198.0 21.002 2 -.700 2 453.l 21. 002 2D -1. 750 3 519.1 . 21. 002 3 1.877 I 4 528.0 21.002 4 -.875 5 528.0 21.002 V2 .000 6 528.0 21. 002 5 .875 7 528.0 21.002 6 -.875 8 528.0 21.002 V3 .ooo I 9 528.0 21. 002 7 .875 10 528.0 21.002 8 -.875 11 528.0 21. 002 V4 .ooo 12 528.0 21. 002 9 .875 13 528.0 21. 002 10 -.875 I 14 528.0 21. 002 V5 .ooo 15 528.0 21.002 11 .875 16 528.0 21. 002 llR -.875 17 528.0 21.002 V6 .000 18 528.0 21. 002 lOR .875 I 19 607.1 21.002 9R -.875 20 453.1 21.002 V7 .000 21 110.0 21.002 BR .875 22 .0 .000 7R -.875 · 23 124 .o . 000 V8 .000 I I 25 .o .000 .o .ooo 6R .875 SR -.875 TCX LEFT TCX RIGHT o-0 0/0 o-0 1/8 AXIAL LD AXIAL LO AXIAL LD IN WEB TOP CHORD BOT CHORD + 8600.0 7045.1 . 0 521.8 6786.3 • 0 5074.9 .o 9172.2 + 6013.3 13697.4 . 0 528.0 13697.4 • 0 5211.5 .o 17619.3 + 4409.7 20937.8 . 0 528.0 20937.8 • 0 3608.0 .o 23652.9 + 2806.2 25764.7 • 0 528.0 25764.7 . 0 2004.4 .o 27273.1 + 1202.7 28178.1 • 0 528.0 28178.1 . 0 400.9 .o 28479.8 400.9 28178.1 • 0 528.0 28178.1 . 0 + 1202.7 . 0 27273.1 2004.4 25764.7 . 0 52.8. 0 25764.7 . 0 + 2806.2 .o 23652.9 3608.0 20937.8 . 0 528. 0 . 20937.8 • 0 + 4409.7 .o 17619.3 5211. 5 13697.4 • 0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 11 J35 I **TRUSS ANALYSIS** ----~-~----------- pp I 26 27 28 29 LOAD-LBS • 0 .o • 0 .o • 0 I 30 **CHORD DESIGN** ---------------- I LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP I INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP EFF DEPTH .ooo .ooo .000 .ooo .000 WEB MEM V9 4R 3R 2DR 2R STEEL FY= · AXIAL STRESS 5632.2 5632.2 5425.3 5425.3 22527.0 22527.0 5387.8 5387.8 5732.7 5732.7 Mar 17, 1995 WEB SLOPE .000 .875 -1.877 1.050 .700 50000. AXIAL RATIO .2086 .2609 .1808 .2458 .7509 .9048 .2887 .1796 .2408 .2123 + AXIAL LO IN WEB 528.0 6013.3 5174.6 625.6 8753.4 + PSI MOMENT UNI LOAD . -930.9 486.3 -1033.3 496.9 -1056.0 528.0 1137.6 -1581.5 -1493.4 -1493.4 AXIAL LD TOP CHORD 13697.4 .o 6739.4 7170.8 .o BENDING STRESS 2780.7 565.3 3086.4 577.6 3154.3 613.7 1322.2 4723.9 4460.8 4460.8 AXIAL LD. BOT CHORD • 0 9172.2 • 0 • 0 .o BENDING. COMBINED RATIO .1030 .0225 .1029 .0209 .0000 .0000 .0491 .1575 .1747 .1652 RATIO .3116 .2834 .2837 .2667 .7509 .9048 .3377 .3371 .4155 .3775 REND PANEL MP I R: END PANEL PP SEC DESCRIPTION TC 25 L 2 X 2 X.163 20 Ll-1/2Xl-1/2X.170 AXIAL LOAD 28178. 28480. K KL/R 1.00 38.7 1.00 163.3 I FLRS 240.6DEV 12 201.lREQ 0 .OREQ TL LENGTH 39-2 1/.2 34-8 3"/8 I BC BC SEC DESCRIPTION AXIAL STRESS 20 Ll-1/2Xl-l/2X.170 _ 29599 •. CBRMP • 9866 BOTTOM CHORO EXTENSION= 0-5 0/0 L/360 LIVE LOAD DEV= 153.l PLF, TOTAL LOAD FOR DEFL = 264.0 PLF. I ---------------L/240 LIVE LOAD DEV= 229. 7 PLF 1 **TCX DESIGN** SEC R 25 20 TC E-MEM BENDING MOMENT 50. I **END PANEL DESI.GN** AXIAL LOAD LEFT . 7045 .1 K 1.00 1.00 I RIGHT 7170.8 I I I I I REQ S DEV S .002 1.826 KL/R FLR WEB 45.6 0 2D 25.3 0 2D DEFLC BEARING REQ I DEV I IN. LENGTH DEPTH .002 2.865 .001. o-0 1/8 3.00 1-10 1/8 TO END BASEL NGM NGM B. DEPTH 1-8 Of.O 3 0/0 1-0 0"/0 EP 3 0/0 I I I CARLSBAD AIRPORT CENTER 70-4-354 . LIST 11 . J35 Mar 17, 1995 ----·------------------------------I **ADDITIONAL TC AXIAL LOAD· DESIGN** ALLOWABLE STRESS INCREASED 33% --------------~-------------------- I TC SEC 25 AXIAL FORCE 7000. -TENSION -AXIAL STRESS 5596.1 AXIAL RATIO .1403 -COMPRESSION -AXIAL . FORCE 14045.1 14045.1 13786.3 13786.3 35479.8 35178.1 13739.4 13739.4 14170.8 14170.8 AXIAL AXIAL BENDING BENDING COMBINED I LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP I INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP -------~------ STRESS 11228.4 11228.4 11021. 4 11021. 4 28364.3 28123.1 10983.9 10983.9 11328.9 11328.9 RATIO STRESS .3127 2780.7 .3911 565.3 .2762 3086.4 .3755 577.6 .7109 3154.3 .8493 613.7 .4425 1322.2 .2753 4723.9 .3578 4460.8 .3155 4460.8 I **WEB DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= I I I I I I WEB NO DESCRIPTION 2 114 7/8·-. ROUND 2D 3 L 1 X 1 X~109 3 17 L1-1/2Xl-l/.2X.138 4 9 L1-1/4Xl-174X.133 V2 3 L 1 X 1 X.109 5 17 L1-1/2Xl-1/2X.138 6 . '.l L 1 X 1 X.109 V3 3 L 1 X 1 X.109 7 14 Ll-1/2Xl-1/2X.115 8 3 L 1 X 1 X.109 V4 3 L 1 X 1 X.109 9 8 Ll-l/4Xl-l/4X.111 10 3 L 1 X 1 X.109 V5 3 L 1 X 1 X.109 11 8 Ll-l/4Xl-1/.4X.lll llR 8 Ll-lt4Xl-174X.111 V6 3 L 1 X 1 X.109 lOR 3 L 1 X 1 X.109 9R 8 L1-1/4Xl-1/4X.111 V7 3 L 1 X 1 X.109 SR 3 L 1 X 1 X.109 7R 14 L1-l/2Xl-l/2X.115 V8 3 L 1 X 1 X.109 6R 3 L 1 X 1 X.109 5R 17 Ll-l/2Xl-1/2X.138 V9 3 L 1 X 1 X.109 4R 9 Ll-1/4Xl-1/4X.133 3R 17 Ll-lt2Xl-1/2X.138 I 2DR 3 L 1 X 1 X.109 2'R 114 7/8 ROUND -------------------------**BRIDGING REQUIREMENTS** ------------------------- Ql. K 1.00 1 1.-00 1 1.25 1 1.00 1 1.00 1 1.00 1 1.00 1 LOO 1 1.00 1 LOO 1 1.00 1 1.00 1 1.00 1 1.00 1 1.·00 1.1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.25 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 147.5 + 8600.+ 18040. 112.4 -522.-2436 •. 91.5.-5075.-6555. 123.5 + 6013.+ 9444. 94.3 --669.-3297. 102.6 -5211.-5570. 154.5 + 4410.+ 6184. 94.3 -669.-3297. 102.1 -3608.-4644. 154.5 + 2806.+ 6184. 94.3 -669.-3297. 123.0 -2004.-2619 . 154.5 + 1948.+ 6184. 94.3 -669.-3297. 123.0 -1948.-2619 . 123.0 -1948.-2619. 94.3 -669.-3297. 154.5 + 1948.+ 6184. 123.0 -2004.-2619. 94.3 -669.-3297 • 154.5 + 2806.+ 6184. 102~1 -3608.-4644. 94.3 -669.-3297 • 154.5 + 4410.+ 6184 • 102.6 -5211.-5570. 94.3 -669.-3297. 123.5 + 6013.+ 9444 • 91.5 -5175.-6555. 138.9 -626.-1596. 147.5 + 8753.+ 18040 • RATIO RATIO .0774 .3901 .0173 .4084 .0774 .3536 .0163 .3917 . 0000 . 7109 . 0000 • 8493 .0396 .4820 .1184 .3937 .1323 .4900 .1242 .4397 1282.5 LBS. 5130.1 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .215x 2.0 4.9+ .o .109x 2.0 2.2+ .o .138x 2.5 2.9+ .o .133x 3.0 3.3+ .o .109x 2.0 2.0+ .o .138x 2.5 3.6+ .o .109X 2.7 2.9+ .0 .109x 2.0 2.0+ .o .115X 2.1 3.6+ .0 .109x 2.0 2.9+ .o .109x 2.0 2.0+ .o . lllx 2.0 3.3+ .o .109x 2.0 2.9+ .o .109X 2.0 2.0+ .0 • lllX 2.0 3.3+ .0 .111x 2.0 3.3+ .o .109X 2.0 2.0+ .0 .109x 2.0 2.9+ .o .111x 2.0 3.3+ .o • 109x 2.0 2.0+ .o .109X 2.0 2.9+ .0 .115x 2.1 3.6+ .o • 109X 2.0 2.0+ .0 • 109x 2.7 2.9+ .o .138x 2.5 3.6+ .o .109X 2.0 2.0+ .0 • 133x 3.0 3.3+ .o .138X 2.5 2.9+ .0 .109x 2.0 2.6+ .o • 215x 2.0 4.9+ .o 1 WORKING WORKING LEN Tr.~1i Br.~ir 3i~i~ '~l~-~§i> DEVELOPED NO. OF SPACING ROWS TYPE , ________________________ _ ·1· BRIDGING SELF WEIGHT= 32.6 LBS/FT >H 9H.7 REQUIRED ERECTION STABILITY LAYOUT: ------------------------- 13.066 2 H LBS/FT TRUSS SELF WEIGHT. NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED. I I I I ·1 CARLSBAD AIRPORT CENTER 70-4-354 LIST 13 Mar 16, 1995 T7 22LH 232 38' 8-5/811 ------------------------------------------------------------------------------1 ** LONG SPAN JOIST DESIGN REQUIREMENTS Vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH DEVELOPED STANDARD STANDARD ·INCHES I -~~~~~--~~=-~-~~~ 12.8 . 1.71 TL **LOAD CRITERIA** ----------I TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF. ADDITIONAL TC AXIAL LOAD= 43.20 KIPS. I~~!:~£~~-~~~-~!~~~~ L TCX LOADS: UNIFORM= 255. PLF. R TCX LOADS: UNIFORM= 255. PLF. -------------------- .94 LL 1 **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED--------.-------------LEFT RIGHT I WK LENGTH 38.3854 END PANEL END PANEL 4-4 0/0 4-4 0/0 . · .. LEFT TC RIGHT TC END PANEL END PANEL 4-4 0/0 1-0 0/0 I DEPTH DEPTH DEPTH . · LEFT CENTER RIGHT . _ 22 0/0 22 0/0 22 0/0 (ACTUAL) 1 ~~§~~i=~~~m~~r 7/8 (EPP) I PI 3 4 I j 8 9 I ½~ 12 13 14 I ½~ 17 18 19 120 21 22 23 I ~i 26 27 I I . EFF LOAD-LBS DEPTH 483.3 20.862 602.4 20.862 351.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 464.0 20.862 737.7 20.862 602.4 20.862 96.7 20.862 .o .000 .o .ooo .o .000 .o .ooo .o .000 • 0 . 000 .o .ood .o .000 WEB WEB MEM SLOPE 2 -.417 Vl .000 3 1.694 4 -.869 V2 .ooo 5 .869 6 -.869 V3 .ooo 7 .869 8 -.869 V4 .ooo 9 .869 10 -.869 V5 .ooo lOR .869 9R -.869 V6 .000 8R .869 7R -.869 V7 .000 6R .869 5R -.869 VB .000 4R .869 3R -1.694 2DR .522 2R .417 LEFT VAR DIM 1-0 1/4 RIGHT VAR DIM 1-0 1/4 INTERIOR PANELS 7 AT 4-0 0/0 AXIAL LO IN WEB + 10308.4 602.4 3909.7 + 4597.3 464.0 3890.0 + 3182.7 464.0 2475.5 + 1768.2 464.0 1060.9 + 353.6 464.0 + 353.6 1060.9 464.0 + 1768.2 2475.5 464.0 + 3182.7 3890.0 464.0 + 4597.3 4358.7 1302.6 + 11312.6 TCX-.LEFT o-1 1/2 TCX RIGHT o-0 1/8 AXIAL LD AXIAL LD TOP CHORD BOT CHORD 9513.6 .0 9513.6 .o .o 11500.8 14970.5 .o 14970.5 .o .o 17906.4 20308.5 .o 20308.5 .0 .o 22176.8 23511.3 .o 23511.3 .o .o 24312.0 24578.9 .o 24578.9 .o .o 24312.D 23511.3 .o 23511.3 .o .o 22176.8 20308.5 .o 20308.5 .o .o 17906.4· 14970.5 .o 14970.5 .o .o 11500.8 9285.3 .o 10440.3 .o .o • 0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 13 . Mar 16, 1995 I T7 **CHORD DESIGN** STEEL FY= 50000. PSI AXIAL AXIAL MOMENT I STRESS RATIO UNI LOAD LEND PANEL PP 4335.8 .1445 -4940.7 L END PANEL MP 4335. 8 .1986 3823. 8 LVAR PANEL PP 4335.8 .1445 -4940.7 L VAR PANEL MP 4335.8 .1568 -4940.7 I INT PANEL PP 11201.8 .3734 -928.0 INT PANEL MP 11201.8 .4052 464.0 R VAR PANEL MP 4231.8 .1987 2795.6 R VAR PANEL PP 4231.8 ~1411 -4107.1 REND PANEL MP 4758.1 .1689 -4107.1 I REND PANEL pp 4758.1 .1586 -4107.1 SEC DESCRIPTION AXIAL LOAD K KL/R TC 38 L2-l/.2X2-l/.2X.230 24579. 1.00 25.1 I BC 18 Ll-112Xl-112X.145 24312. 1.00 162.6 SEC DESCRIPTION AXIAL STRESS CBRMP BC 18 Ll-1/2Xl-1/2X.145 29686. .9895 BOTTOM CHORO EXTENSION= 0-5 1/4 BENDIMG STRESS 6759.0 2074.3 6759.0 6759.0 1269.5 251.7 1516.5 5618.6 5618.6 5618.6 BENDING RATIO .2253 .0761 .2253 .2271 .0423 .0086 .0553 .1873 .i887 .1873 I FLRS 263.lDEV 14 193.8REQ 0 .OREQ TL COMBINED RATIO .3698 .2747 .3698 .3839 .4157 .4138 .2540 .3283 .3576 .3459 LENGTH 38-10 1/.4 30-11 1,a I L/360 LIVE LOAD DEV= 173.8 PLF, L/240 LIVE LOAD DEV= Tb1AL LOAD FOR DEFL = 232.0 PLF. --------------... · .. 260.7 PLF **TCX DES1GN** --------------BENDING DEFLC BEARING I SEC MOMENT REQ S DEV S RES I DEV I IN. .. LENGTH DEPTH L 38 TC 130. ~-004 • 728 • 01 1.309 . 013 · o-1 1/.2 5.75 34 BR • 0·02 ·.o-6 ozo R 38 TC 48. 2.207 .002 3.807 .001 o..:. 0 1za 3.00 20 E-MEM 1-6 1"/8 I-------------------**END PANEL DESIGN** ------~-------------AXIAL LOAD K I LEFT RIGHT ·9513.6 1.00 10440.3 1.00 KL/R FLR WEB TO END BASEL NGM 64.7 1 V 4-4 0/.0 NGM B. DEPTH VP 5 3/4 3 o,o 20.3 2 2D 1-0 0/0 EP -------------------------~~--------**ADDITIONAL TC AXIAL LOAD DESIGN** I --------~~;~~----=~~iiiioN-=-------AXIAL RATIO .4934 sEc FORCE STRESS TC 38 43200. 19688.3 I LEND PANEL PP I L END PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP I R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP I I I AXIAL FORCE 52713.6 52713.6 52713.6 52713.6 67778.9 67778.9 52485.3 52485.3 53640.3 53640.3 AXIAL STRESS 24024.0 24024.0 24024.0 24024.0 30890.0 30890.0 23920.0 23920.0 24446.4 24446.4 ALLOWABLE STRESS INCREASED 33% -:-COMPRESSION -AXIAL BENDING BENDING RATIO STRESS RATIO .6021 6759.0 .1694 .8273 2074.3 .1278 .6021 6759.0 .1694 .6532 6759.0 .1744 .7742 1269.5 .0318 .8401 251.7 •. 0068 .8444 1516.5 .1016 .5995 5618.6 .1408 .6525 5618.6 .1441 .6127 5618.6 .1408 COMBINED RATIO .7715 .9551 .7715 .8275 .8060 .8469 .9461 .7403 .7966 .7535 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 13 I I I I I T7 **WEB DESIGN** STEEL FY= WEB NO DESCRIPTION 2 8 Ll-ll4Xl-ll4X.lll· Vl 8 Ll-1Z4Xl-1Z4X.111 3 14 Ll-1Z2X1-l/.2X.115 4 8.Ll-1Z4Xl-1Z4X.111 V2 8 Ll-1Z4Xl-1Z4X.111 5 14 Ll-1Z2Xl-1Z2X.115 6 8 Ll-l/4Xl-1Z4X.111 V3 8 Ll-l/.4Xl-1/.4X.111 7 9 Ll-1Z4Xl-1Z4X.133 8 8 Ll-1/.4Xl-1/.4X.111 V4 8 Ll-1Z4Xl-1/4X.111 9 8 Ll-1Z4Xl-1/.4X.lll 10 8 Ll-1Z4Xl-1/.4X.lll vs 8 Ll-1Z4Xl-1/4X.lll lOR 8 Ll-1/4Xl-1/.4X.lll 9R 8 Ll-l/.4Xl-l/.4X.lll V6 8 Ll-l/4Xl-1/.4X.111 SR· 8 Ll-1/.4Xl-l/4X.111 7R 9 Ll-1Z4Xl-l/.4X.133 I-V7 8 Ll-1Z4Xl-1/.4X.lll 6R -.8.·-Ll-1/.4Xl-1Z4X.111 SR 14 Ll-l/2Xl-l/.2X.115 va 8 Ll-1/.4Xl-1/4X.lll 4R 8 Ll-1Z4Xl-1Z4X.111 I JR 14 Ll-l/.2Xl-l/.2X.115 2-DR. 14 Ll-li'2Xl-l'l2X.115 . · 2~ 114 7/8 ROUNb **BRIDGING REQUIREMENTS** Mar 16, 1995 ____. 50000. PSI. MIN VERT SHEAR= END REACTION= . REQ DEV Q 2 K RL/R AX IDAD AX LOAD 1.00 140.1 + 10308.+ 15911. 1 1.00 84.7 -725.-4751 • 1 1.20 97.9 -3910.-4921. 1 1.00 129.0 + 4597.+ 7955. 1 1.00 84.7 -587.-4751. 1 1.00 107.1 -3890.-4295 • 1 1.00 129.0 + 3183.+ 7955 . 1 1.00 84.7 -. 587.-4751. 1 1.00 129.6 -2475.-2799. 1 1.00 129.0 + 1768.+ 7955 • 1 1.00 84.7 -587.-4751 • 1 1.00 129.0 -1697.-2378 • 1 1.00 129.0 + 1697.+ 7955 • 1 1.00 84.7 -587.-4751 • 1 1.00 129.0 + 1697.+ 7955. 1 1.00 129.0 -1697.-2378 • 1 1.00 84.7 -587.-4751. 1 1.00 129.0 + 1768.+ 7955 • 1 1.00 129.6 -2475.-2799. 1 1.00 84.7 587.-4751~ 1 1.00 129.0 + 3183.+ 7955. 1 1.00 107.1 -3890.-4295 • 1 1.00 .84.7 -587.~ 4751 • 1 1.00 129.0 + 4597.+ 7955. 1 1~20 97.9 -4359.-4921 • 1 1.00 152.0 -1568.-2144. 1 1.00 213!7 + 10308.+ 18040 • 1113. 2 LBS. 4452.7 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .lllx 6.3 11.7+ .o . 111x 2.0 2.3+ .o .115x 2.3 3.0+ .o .lllx 2.8 3.3+ .o .111x 2.0 2.3+ .o • 115X 2.3 3.6+ .0 • 111x 2.4 3.3+ .o .lllx 2.0 2.3+ .o .133x 2.0 3.3+ .o . 111x 2.4 3.3+ .o • 111x 2.0 2.3+ .o • lllx 2.0 3.3+ .o • 111x 2.4 3.3+ .o • lllx 2.0 2.3+ .o .111x 2.4 3.3+ .o • lllx 2.0 3.3+ .o .lllx 2.0 2.3+ .o • lllx 2.4 3.3+ .o .133x 2.0 3.3+ .o .111x 2.0 2.3+ .o .111x 2.4 3.3+ .o • 11sx 2.3 3.6+ .o • lllx 2.0 2.3+ .o .lllx 2.8 3.3+ .o • 115x 2.6 3.0+ .o .115x 2.0 4.9+ .o . 215X 2.3 9.5+ .0 I WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH /{TC RYY) SPACING ROWS TYPE 1.435 1.037 38.385 j20.921 12.795 2 H I --BRIDGING-SELF-WEIGHT-:-1020.0 LBS/FT> 12.8 LBS/FT TRUSS SELF WEIGHT. REQUIRED ERECTION STABILITY LAYOUT: H H -------------------------I. NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED. NOTE: TC GOVERNED BY END PANEL DESIGN. I I I I I I I I I CARLSBAD AIRPORT CENTER Mar 21, 1995 70-4-354 LIST 14 I G3 54VG O 50' 1-1/2" 54G 7N 8.64K ------------------------------------------------------------------------------**JOIST GIRDER DESIGN REQUIREMENTS Vl.01 SJI SPECS VULCRAFT ENG DEPT** --------------~------------------~-------------------------------------------- 1 JOIST LEFT END RGHT END ACTUAL DEFL POINT SPACING STRUT STRUT INCHES LOADS 08-00 1/8 5.1 IN 6.8 IN 1.39 TL REQ .00 LL DE 54 BS LENGTH 50-1 1/2 I **LOAD CRITERIA** TOTAL-LOAD-=-----0. PLF', LIVE LOAD = 0. PLF. ADDITIONAL TC AXIAL LOAD= 38.50· KIPS. I :ONCENTRATED 8.640 KIP(S) TOTAL AT pp 2 4 6 8 10 12 I I I I +*TCX/CANT LOAD CRITERIA** L TCX R TCX LOADS: LOADS: UNIFORM= UNIFORM= 0. PLF •. O. PLF. **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED-- LEFT RIGHT RIGHT WK LENGTH 49.7917 END PANEL END PANEL 4-11 7/8 5-1 0/0 LEFT VAR DIM 4-0 0/0 VAR DIM INTERIOR PANELS 4-. 0 0/0 4 AT 8-0 1/8 DEPTH LEFT 54 0/.0 52 1/8 LEFT TC RIGHT TC END PANEL END PANEL · 4-11 7/8 5-1 0/0 A-DIM B-DIM . 4-11 7 /8 . 5-1 0/()· TCX LEFT 0-2 0/0 TCX RIGHT o-2 0/0 I **TRUSS ANALYSIS** ------------------EFF WEB. WEB AXIAL LD AXIAL LD AXIAL LD I ·1 I I I I. I PP 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 LOAD-LBS .o 8640.0 .o 8640.0 .o 8640.0 .o 8640.0 .o 8640.0 .o 8640.0 .o .0 .o .o .o .o DEPTH MEM 52 .185 2 52.185 Vl 52.185 3 52.185 4 52.185 V2 52.185 5 52.185 6 52.185 VJ 52.185 7 52.185 7R 52. 18·5 V4 52.185 6R 52.185 5R .000 V5 .ooo 4R .ooo 3R .000 V6 .ooo 2R SLOPE IN.WEB TOP CHORD BOT CHORD .-.902 + 38779.4 28800.4 .o .000 8640.0 28800.4 .o 1.086 23558.6 .o 44760.3 -1.086 + 23558.6 60720.2 .o .ooo 8640.0 60720.2 .o 1.086 11812.5 .o 68722.6 -1.086 + 11812.5 76725.0 .o .ooo 8640.0 76725.0 .o 1.086 66.4 .o 76770.0 -1.086 + 66.4 76814.9 .o .ooo 8640.0 76814.9 .o 1.086 + 11679.8 .o 68902.4 -1.086 -11679.8 60989.9 .o .ooo 8640.0 60989.9 .0 1.086 + 23425.9 .o 45119.9 -1.086 23425.9 29249.9 .o .ooo 8640.0 29249.9 .0 .884 + 39049.6 .o .o I I I CAnLSBAD AIRPORT CENTER 70-4~ 354 LIST 14 I G3 **CHORD DESIGN** STEEL FY AXIAL STRESS I L END PANEL PP 7474. 3 LEND PANEL MP 7474.3 L VAR PANEL PP 7474.3 L VAR PANEL MP 7474.3 INT PANEL PP 19935.0 I INT PANEL MP 19935. 0 R VAR PANEL MP 7590.9 R VAR PANEL PP 7590.9 REND PANEL MP 7590.9 REND PANEL PP 7590.9 I SEC DESCRIPTION TC 51 L3-1/2X3-1/2X.287 BC 42 L ~ X 3 X.227 SEC DESCRIPTION Mar 21, 1995 = 50000. PSI AXIAL MOMENT RATIO UNI LOAD .2491 .o .4198 .o • 2491. .o .3673 .o .6645 .o .8640 .o .3730 .o .2530 .o .4339 .o .2530 .o AXIAL LOAD I{ KL/R 76815. 1.00 52.3 76770. 1.00 161.9 AXIAL STRESS CBRMP 29308. .9769 BENDING BENDING. COMBINED STRESS RATTO RATIO .o .0000 .2491 .o .0000 .4198 .o .0000 .2491 .o .0000 .3673 .o .0000 .6645 .o .0000 ,8640 .o .0000 .3730 .o .0000 .2530 .o . oo·oo .4339 .o .0000 .2530 I FLRS LENGTH 4254.9DEV 8 50-5 1/.2 .OREQ 0 49-5 5/8 .OREQ TL I BC 42 L .3 X 3 X.227 L6360 LIVE LOAD DEV T TAL LOAD FOR DEFL = ·1287.7 PLF, L/240 LIVE LOAD DEV= 1931. 5 PLF I~~!~~=~~~~~~~~ SEC I L 51 TC 40L BR R 51 TC 40L BR BENDING MOMENT . o. . Q. = REQ S .ooo .doo 1077.9 PLF. ... · .. DEV S REQ I 1.722 .ooo 1.722 .ooo DEFLC BEARING DEV I IN. LENGTH DEPTH 4.545 .017 o-2 0/0 6.00 0-6 ozo 4,545 .017 Q,-2 ozo 6.00 o-'6 0/0 I ~~~~~-~~~~...:~~~~~~~~ AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM LEFT 2saoo·. 4 1. 00 83. 7 0 V 4-11 7 /8 EP VP B. DEPTH 6 0/0 6 0/0 RIGHT 29·249.9 1.00 85~3 0 V 5-· l 0/0 EP VP I~~~~~~~~~~~~=~~=~~~~~=~~~~=~~~!~~~~ ALLOWABLE STRESS INCREASED I SEC TC 51 AXIAL FORCE 38500. I L END LEND L VAR . L VAR I . INT INT R VAR R VAR I R END REND I I PANEL PP PANEL MP· PANEL PP PANEL MP PANEL PP PANEL MP PANEL MP PANEL PP PANEL MP PANEL PP -TENSION -AXIAL STRESS 9991.5 AXIAL RATIO .2504 AXIAL FORCE 67300.4 67300.4 67300.4 67300.4 115314.9 115314.9 67749.9 67749.9 67749.9 67749.9 AXIAL STRESS 17465.8 17465.8 17465.8 17465.8 2.9926. 6 29926.6 17582.5 17582.5 17582.5 17582.5 -COMPRESSION -AXIAL BENDING RATIO STRESS .4377 .o .7376 .o .4377 .o .6453 .o .7500 .o .9752 .o .6496 .o .4407 .o .7556 .o . 4407 . 0 BENDING RATIO .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 ----1 ------.------··-------· 33% COMBINED RATIO .4377 .7376 .4377 .6453 .7500 .9752 .6496 .4407 .7556 .4407 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 14 Mar 21, 1995 I G3 **WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= END REACTION= I I I I I WEB NO DESCRIPTION Q 2 39 L2-l/.2X2-1/.2X.250 2 Vl 17 Ll-11/2Xl-1'/2X.138 G2 TC 3 X 1 X 8 W/ .0 SKEW 3 34 L2-1/2X2-1/2X.197 2 4 22 L 2 X 2 X.137 2 V2 .17 L1-1/2Xl-l/2X.138 G2 VG 3 X 1 X 8 5 22 L 2 X 2 X.137 2 6 22 L 2 X 2 X.137 2 V3 17 Ll-1/2Xl-1/2X.138 G2 VG 3 X 1 X 8 7 22 L 2 X 2 X.137 2 7R 22 L 2 X 2 X.137 2 V4 17 Ll-1/2X1-1/2X.138 G2 VG 3 X 1 X 8 6R 22 L 2 X 2 X.137 2 SR 22 L 2-X 2 X.137 2 V5 17 Ll-l/2Xl-1/2X.138 G2 VG 3 X 1 X 8 4R 22 L 2 X 2 X.137 2 3R 34 L2-l/.2X2-1/2X.197 2 V6 17 Ll-1/2Xl-1/2X.138 G2 REQ DEV K KL/RAX LOAD AX LOAD 1.00 101.3 + 38779.+ 71250 . 1.00 112.6 -8640.-9300 . 1.00 91.3 -23559.-30670. 1.00 113.6 + 23559.+ 31754. 1.00 112.6 -8640.-9300 . 1.00 113.6 -11812.-12246. 1.00 113.6 + 11812.+ 31754 • 1.00 112.6 -8640.-9300 • 1.00 113.6 -8826.-12246. 1.00 113.6 + 8826.+ 31754. 1.00 112.6 -8640.-9300. 1.00· 113.6 + 11680.+ 31754 • 1.00 113.6 -11680.-12246. 1·. 00 112. 6 -8640.-9300 • 1.00 113 .6 + 23426.+ 31754. 1.00 ... ·.91.3 -23426.-30670 • 1.00 112.6 -8640.-9300 • TC 3 X 1 X 8 W/ .0 SKEW 2R 39 L2-l/2X2-1/~X.250 2 I-------------------------**BRIDGING REQUIREMENJS** 1.00 102.4 + 39050.+ 71250 • ------------------------- :1 -------------------------BC RYY 1.628 TC RYY 1.837 WORKING WORKING LEN MAX SPACING ~~~§~ ljJ~_JJJ) B~2 ~~~ES 1 I I I I I 1· I NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. 6492.2 LBS. 25968.8 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT • 188Xl3.9 13.0+ 7.1 • 138x 4.2 11.8+ .o .188x 8.5 12.6+ .o .137Xll.6 12.6+ .0 . 138X 4.2 11.8+ .0 .137x 5.8 • 137x 7.8 • 138:x 4.2 .137X 4.3 .137:x 7.8 .138X 4.2 12. ·6+ 12.6+ 11.8+ 12.6+ 12.6+ 11.8+ .o .o .o .o .o .o • 137x 7.8 12.6+ .o .137X 5.7 12.6+ .0 • 138x 4.2 11.8+ .o .137Xll.5 12.6+ .0 • 188x 8.4 12.6+ .o • 138X 4.2 11.8+ .0 • 188x14.0 13.0+ 7.1 I I I CARLSBAD AIRPORT CENTER Mar 21, 1995 70~4-354 LIST 14 G4 54VG O 50' l-l/2" 54G 7N 9.51K -----------~------------------------------------------------------------------1 **JOIST GIRDER DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT**· ------------------------------------------------------------------------------JOIST LEFT END RGHT.END ACTUAL DEFL POINT DEPTH BS LENGTH SPACING STRUT ·STRUT INCHES LOADS I -~~~~~--~~=-~-~~~ os-·oo 1/8 6.8 IN 5.1 IN 1.41 TL REQ .00 LL **LOAD CRITERIA** I TOTAL LOAD= O. PLF, LIVE LOAD= O. PLF. ADDITIONAL TC AXIAL LOAD= 38.50 KIPS. I ~~!~~!:~:~~--~.:~~~-~!~!~! TOTAL AT PP 2 4 6 **TCX/CANT LOAD CRITERIA** -------------------------- LOADS: LOADS: UNIFORM= UNIFORM= -------------------- 0. PLF. O. PLF. 8 10 12 I L TCX R TCX **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED----------------------LEFT RIGHT 1 LEFT RIGHT WK LENGTH .... END PANEL END PANEL 49.7917 4-7 5/8 5-5 1/4 VAR DIM VAR DIM INTERIOR PANELS 4-0 0/0 4-0 0/0 4 AT 8-0 1/8 LEFT TC RIGHT TC I END PANEL END PANEL A~DIM.. B-DIM 4-7 5/8 5~ 5 1/4 4-7 5/8 5-5 1/4 DEPTH LEFT DEPTH DEPTH CENTER RIGHT I. 54 0/0 52 1/8 54 0/0 54 0/0 (ACTUAL) 52 1/8 52 1/8 (EFF) ------------------**TRUSS ANALYSIS** I ;;--~~~~=~;;----~i~ 1 .o 52.167 2 9510.0 52.167 I 3 .o 52.167 4 9510.0 52.167 5 .o 52.167 6 9510.0 52.167 7 .o 52.167 I 8 9510.0 52.167 9 .o 52.167 10 9510.0 52.167 11 .o 52.167 I 12 9510.0 52.167 13 .o 52.167 14 • 0 • 000 15 .o .ooo 16 .o .000 18 .o .000 117 • 0 • 000 I I I WEB WEB MEM SLOPE 2 -.973 Vl • 000 3 1.085 4 -1.085 V2 .000 5 1.085 6 -1.085 VJ • 000 7 1.085 7R -1.085 V4 .000 6R 1.085 5R -1.085 vs • 000 4R 1.085 3R -1.085 V6 .000 2R .825 AXIAL LD IN WEB + 41574.3 9510.0 26486.7 + 26486.7 9510.0 -· 13555.8 + 13555.8 9510.0 624.9 + 624.9 9510.0 + 12306.0 12306.0 9510.0 + 25236.9 25236.9 9510.0 + 44116.5 TCX LEFT TCX RIGHT o-2 0/0 o-2 0/0 AXIAL LD AXIAL LD TOP CHORD BOT.CHORD 29799.8 .o 29799.8 .o .o 47746.7 65693.6 .o 65693.6 .o .o 74878.8 84063.9 .o 84063.9 .o .o 84487.3 84910.8 .o 84910.8 .0 .o 76572.4 68234.1 .o 68234.1 .o .o 51134.1 34034.0 .o 34034.0 • 0 .o .0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 14 I G4 **CHORD DESIGN** I L END PANEL PP L END PANEL MP L VAR PANEL PP L VAR PANEL MP I INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP STEEL FY AXIAL STRESS 7118.8 7118.8 ·7118.8 7118.8 20284.2 20284.2 8130.3 8130.3 8130.3 8130.3 Mar 21, 1995 = 50000. PSI AXIAL RATIO .2373 .3688 .2373 .3422 .6761 .8545 .3908 • 2710 .4932 .2710 MOMENT UNI LOAD·· .o .o .o .o .o .o .o • 0 . • o·· .o .BENDING STRESS .o .o .o .o .o .o .o .o .0 .o BENDING RATIO .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 COMBINED RATIO .2373 .3688 .2373 .3422 .6761 .8545 .3908 .2710 .4932 .2710 REND PANEL MP I R END PANEL PP SEC DESCRIPTION 52 L3-1/2X3-1/2X.313 43 L 3· X 3 X.250 AXIAL LOAD K KL/R 84911. 1.00 52.2 84487. 1.00 162.3 I FLRS 4645.SDEV 8 .OREQ 0 .OREQ TL LENGTH 50-5 1/.2 49-5 5 18 TC I BC BC SEC DESCRIPTION AXIAL STRESS CBRMP . 43 L 3 X 3 X.250 L/360 LIVE LOAD DEV= TOTAL LOAD FOR DEFL = 29534. • 9845 I I __________ .,.. __ _ **TCX DESIGN** ... · .. SEC L 52 TC 40L BR . R 52 TC_ 40L BR BENDING MOMENT o. o. REQ s .ooo .000 1406.0 PLF, L/240 LIVE LOAD DEV= 1191.1 PLF. DEV S l..928 1.928 REQ I . oo.o .000 DEV I 4.904 4.904 DEFLC IN. .017 .017 2109.0 PLF BEARING DEPTH 6.00 6.00 I --------------------**END PANEL DESIGN** -------------------- LENGTH o-2 0/.0 o-6 ozo o-2 ozo o-6 o,o . AXIAL LOAD R KL/R FLR WEB TO END BASEL NGM 77.7 0 V 4-7 5/.8 EP ~1.7 0 V 5-5 1y4 EP NGM B. DEPTH VP 6 0/.0 VP 6 01/0 ----~------------~--~--------------I LEFT 29799. 8 1. 00 RIGHT 34034.0 1.00 **ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STREs·s INCREASED 3 3-% I I I I I I I ~----~-------------~--------------- TC SEC 52 LEND LEND L VAR L VAR INT INT AXIAL FORCE 38500. PANEL PP PANEL MP PANEL PP PANEL MP PANEL PP PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP R: END PANEL PP -TENSION - AXIAL AXIAL STRESS RATIO 9197.2 .2305 AXIAL AXIAL FORCE STRESS 68299.8 1.6316.0 68299.8 16316.0 68299.8 16316.0 68299.8 163'16. 0 123410.8 29481.4 123410.8 29481.4 72534.0 17327.5 72534.0 17327.5 72534.0 17327.5 72534.0 17327.5 -·COMPRESSION -AXIAL BENDING BENDING COMBINED RATIO STRESS RATIO RATIO .4089 .o .0000 .4089 .6355 .o .0000 .6355 .4089 .o .0000 .4089 .5897 .o .0000 .5897 .7389 .o .0000 .7389 .9337 .• 0 .0000 .9337 .6263 .0 .0000 .6263 .4343 .o .0000 .4343 .7903 .o .0000 .7903 .4343 .o .0000 .4343 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 14 G4 Mar 21, 1995 I **WEB DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= I .1· I WEB NO DESCRIPTION · · · Q 2 39 L2-l/2X2-1/2X.250 2 Vl 18 Ll-1/2X1-1Y2X.145 .G2 TC 3 X 1 X 8 W/ .O SKEW 3 34 L2-1/2X2...;1/~X.197 2 4 25 L 2 X 2 X.163 2 V2 18 Ll-1/2Xl-l/2X.145 G2 VG .3 X 1 X. 8 5 25 L 2 X 2 X.163 2 6 22 L 2 X 2 X.137 2 V3 18 Ll-1/2X1-l/2X.145 G2 VG 3 X 1 X 8 7 22 L · 2 X 2 X.137 7R 22 L 2 X 2 X.137 2 2 G2 V4 18 Ll-1/2Xl-l/2X.145 I VG 3 X 1 X 8 6R 22 L 2 X 2 X.137 5R 22 L 2 X 2 X.137 V5 18 Ll~1/2X1-l/2X.145 2 2 G2 VG 3 X 1 X 8 I 4R 22 L 2 X 2 X.137 2 3R 34 L2-1/2X2-l/2X.197 2 V6 18 Ll-ll2Xl-1Y2X.145 G2 TC 3 X 1 X 8 W/ .0 SKEW 2R 39 L2-1/2X2-1/~X.250 2 I --------------~----~-----**BRIDGING REQUIREMENTS** --------------------~---- REQ DEV K ~L/R AX LOAD AX LOAD 1.00 97.2 + 41574.+ 71250. 1.00 112.8 -9510.-9713. 1.00 91.3 -26487.-30677. 1.00 114.3 + 26487.+ 37526. 1.00 112.8 -9510.-9713. 1.00 114.3 -1.00 113.6 + 1.00 112.8 - 1.00 113.6 -1.00 113.6 + 1.00 112.8 - 1.00 113.6 + 1.00 113.6 -1.00 112.8 - 13556.- 13556.+ 9510.- 9854.-9854.+ 9510.- 14306. 31754. 9713. 12250. 31754 • 9713. 12306.+ 31754. 12306.-12306. 9510.-9713. 1.00 113.6 + 25237.+ 31754 • 1.00 91~3 -25237.-30677. 1.00 112.8 -9510.-9713. 1.00 106.5 + 44116.+ 71250 • 'WORKING TC RYY BC RYY LENGTH I __________ :.:~~: ___ :.:~:: __ 49~792 I I I I I I I I NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. 7247.4 LBS. 28989.6 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .188x14.9 12.7+ 7.1 .145x 4.4 11.7+ .o .188x 9.5 12.5+ .o .163xl0.9 12.4+ .o .145x 4.4 11.7+ .o .163x 5.6 12.4+ .o .137x 7.8 12.4+ .o .145X 4.4 11.7+ .o .137x 4.8 12.4+ .o • 137x 7.8 12.4+ .o .145x 4.4 11.7+ .o .137x 7.8 12.4+ .o .137X 6.0 12.4+ .o .145x 4.4 11.7+ .o • 137x12.4 12.4+ .o .188x 9.1 12.5+ .o .145x 4.4 11.7+ .o • 188Xl5.8 13.1+ 7.1 I I I CARLSBAD AIRPORT CENTER Mar 1 7, 199 5 70-4-354 LIST 15 Gl? 54VG . 0 50' 1-1/2" 54G 7N 8.64K ------------------------------------------------------------------------------1 **JOIST GIRDER DESIGN REQUIREMENTS Vl.01 SJI SPECS VULCRAFT ENG DEPT** ~----------------~------------------------------------------------------------JOIST LEFT END RGHT END ACTUAL DEFL POINT DEPTH BS LENGTH SPACING STRUT STRUT INCHES LOADS I 54.0b 50-1 1/2 08-00 1/8 6.8 IN 5.1 IN 1.39 TL REQ .00 LL -----------------**LOAD CRITERIA** -----------------1 TOTAL LOAD= O. PLF, LIVE LOAD= O. PLF. ADDITIONAL TC AXIAL LOAD .. = 3a·.so KIPS. I ~~!:~~!~'.!~!? __ ~.:.~~£-~E:.i~t TOTAL AT PP 2 4 6 **TCX/CANT LOAD CRITERIA** -------------------------- 8 10 12 I L TCX LOADS: UNIFORM= 0. PLF. R TCX LOADS : UNIFORM = 0 • PLF. . **BASIC DIMENSIONS** NOTE:· SPECIAL DIMENSIONS DEFINED----------------------LEFT RIGHT LEFT RIGHT I WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 49.7917 4-7 5/8 5-5 1/4 LEFT TC RIGHT TC I END PANEL END· PANEL 4-7 5/8 5-5 1/4 DEPTH DEPTH DEPTH LEFT CENTER RIGHT I . 54 0/0 54 0/0 54 0/0 (ACTUAL) 52 118 52 118 52 118 (EFF) ------------------**TRUSS ANALYSIS** I ;;--~~~~=~;;----~ii~H 1 ~o 52.185 2 8640.0 52.185 I 3 .o 52.185 4 8640.0 52.185 5 .o 52.185 6 8640.0 52.185 7 .o 52.185 I a 8640.o s2.1a5 9 .o 52.185 10 8640.0 52.185 11 .o 52.185 I 12 8640.0 52.185 13 .o 52.185 14 .o .ooo 15 .o .000 16 .o .ooo 18 .o .000 117 • 0 • 000 I I I WEB WEB MEM SLOPE 2 -.973 Vl .000 3 1.086 4 -1.086 V2 .000 5 1.086 6 -1.oaG VJ .000 7. l.086 7R -1.086 V4 .000 6R 1.086 5R -1.086 vs .000 4R 1.086 3R ,...1.086 V6 .000 2R .825 4-0 0/0 4-0 0/0 4 AT 8-0 1/8 A-DIM B-DIM 4-7 5/8 5-5 1/4 TCX LEFT o-2 0/0 TCX RIGHT o-2 0/0 AXIAL LD IN WEB + 37764.3 8640.0 24059.9 + 24059.9 8640.0 12313.8 + 12313.8 8640.0 567.6 + 567.6 8640.0 + 11178.5 11178.5 . 8640. 0 + 22924.6 22924.6 8640.0 + 40072.4 AXIAL LD TOP CHORD 27064.4 27064.4 .o 59663.4 59663.4 .o 76347.4 76347.4 .o 77116.5 77116.5 .o 61970.7 61970.7 .o 30909.9 30909.9 .o AXIAL LD BOT CHORD .o .o 43363.9 .o .o 68005.4 • 0 • 0 76732.0 .o • 0 69543.6 • 0 • 0 46440.3 • 0 • 0 • 0 I I I CARLSBAD AIRPORT 70-4-3'54 LIST I ;;~HORD-DESIGN;; I L END PANEL PP LEND PANEL MP L VAR PANEL PP I L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP CENTER· 15 STEEL FY AXIAL STRESS 7023.8 7023.8 7·023. 8 7023.8 20013.3 20013.3 8021.8 8021.8 8021. 8 8021.8 Mar 17, 1995 = 50000. AXIAL ··RATIO .2341 .3708 .2341 .3451 .6671 .·8674 .3942 -·: ~~~i .2674 PSI MOMENT UNI LOAD .o . 0 .o .o .o .o .o .o .o .o I R END PANEL MP REND PANEL PP SEC DESCRIPTION AXIAL LOAD K KL/R TC 51 L3-l/2XJ-l/2X.287 77117. 1.00 52.J I. BC 42 L 3 X 3 X.227 76732. 1.00 161.9 AXIAL STRESS CBRMP BENDING BENDING STRESS RATIO .o .0000 .o .0000 .o .0000 • 0 • 0000 • 0 • 0000 • 0 • 0000 • 0 • 0000 • 0 • 0000 .o .0000 .o .0000 I FLRS 4254.9OEV 8 .OREQ 0 .OREQ TL . SEC DESCRIPTION BC 42 L 3 X 3 X.227 29423. .9808 . COMBINED RATIO .2341 .3708 .2341 .3451 .6671 .8674 .3942 .2674 .4923 .2674 LENGTH 50-5 1/.2 49-5 518 L/360 LIVE LOAD DEV= I _______ !~!~~-~AD FOR DEFL = 1287.7 PLF, L/240 LIVE LOAD DEV= 1082.2 PLF • 1931.5 PLF .. .. **TCX DESIGN** --------------BENDING MOMENT o. I SEC o. L 51 TC 40L BR R 51 TC 40L BR I--------------------**END PANEL DESIGN** REQ S .OQO .• 000 DEV S 1.722 1.722 REQ I .ooo .ooo .DEV I 4.545 4.545 DEFLC IN. .017 .017 LENGTH o-2 0/.0 o-6 ozo o-2 ozo o-6 0/0 BEARING DEPTH 6.00 6.00 AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH I . ...tEFT 27064.4 1.00 77.6 0 iUGHT 3090.9. 9 1..00 91.5 0 -----------------------------------**ADDITIONAL TC AXIAL LOAD DESIGN** ----------------L· ----------------I -TENSION -AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO TC 51 38500. 9991.5 .2504 I AXIAL AXIAL FORCE STRESS LEND PANEL PP 65564.4 17015.3 .G END -PANEL MP 65564.4 17015.3 1· L VAR PANEL PP 65564.4 17015.3 L VAR PANEL MP 65564.4 17015.~ INT PANEL PP 115616.5 30004.8 INT PANEL MP 115616.5 30004.8 R VAR PANEL MP 69409.9 18013.3 IR VAR PANEL PP 69409.9 18013.3 REND PANEL MP 69409.9 18013.3 REND PANEL PP 69409.9 18013.3 I I I V 4-7 5/.8 EP VP 6 0/0 V 5-5 1,4 EP VP .6 o,o ALLOWABLE STRESS INCREASED 33% -COMPRESSION -AXIAL BENDING BENDING COMBINED RATIO STRESS RATIO RATIO .4264 .o .0000 .4264 .6754 .o .0000 .6754 .4264 .o .0000 .4264 .6286 .o .0000 .6286 .7520 .o .0000 .7520 .9777" .o .0000 .9777 .6655 .o .0000 .6655 .4515 .o .0000 .4515 .8312 .o .0000 .8312 .4515 .0 .0000 .4515 I I I CAE.LSBAD AIRPORT CENTER 70-4-354 LIST 15 GlO Mar 17, 1995 1, **WEB DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= W:E:B· · · NO DESCRIPTION Q K I. 2 39 L2-l/.2X2-l/.2X.250 2 1.00 Vl 17 Ll-ll2X1-l/2X.138 G2 1.00 TC 3 X 1 X 8 W/ .O SKEW 3 34. L2-l/2X2-l/2X.197 2 1. 00 4 22 L 2 X 2 X.137 2 1.00 I V2 17 Ll-1/2Xl-l/2X.138 G2 1.00 VG 3 X 1 X 8 5 . 22 L ·2 X 2 X.137 2 1.00 6 ·. 2 2 L 2 X 2 X .13 7 2 1. 0 0 I 'V3 17 Ll-1/2Xl-l/2X.138 G2 1.00 VG 3 X 1 X 8 7 22 L 2 X 2 X.137 2 1.00 7R 22 L 2 X 2 X.137 2 1.00 V4 17 Ll-1/2X1-l/2X.138 G2 1.00 I VG 3 X 1 X 8 6R 22 L 2 X 2 X.137 2 1.00 5R 22 L 2 X 2 X.137 2 1.00 V5 17 Ll-l/2Xl-1/2X.138 G2 1.00 VG 3 X 1 X 8 I 4R 22 L 2 X 2 X.137 2 1.00 3R 34 L2-l/.2X2-l/.2X4197 2 1.00 , V6 17 Ll-ll2Xl-1Z2X.138 G2 1.00 . TC 3 X 1 X 8 W / • 0 SKEW 2R 39 L2-1/2X2-1/~X.250 2 1.00 I **BRIDGING-REQUIREMENTS;; ~-~-~-------------------- REQ DEV KL/RAX LOAD AX LOAD 97.2 + 37764.+ 71250 . 112.6, -8640.-9300 • 91.3 -24060.-30670 • 113.6 + 24060.+ 31754. 1:1.2. 6 -8640.-9300 • 113.6 -12314.-12314. 113.6 + 12314.+ 31754. 112.6 -8640.-9300. 113.6 -8951.-12246. 113.6 + 8951.+ 31754. 11,2.6 -8640.-9300. 113.6 + 11178.+ 31754. 113.6 -11178 • .,.. 12246. 112.6 -8'640. -9300. 113.6 + 22925.+ 31754. 91.3 -22925.-30670. 112_.6 -8640.-9300. 106.6 + 40072.+ 71250 • WORKING WORKING LEN MAX SPACING TC RYY BC RYY LENGTH /jTC RYY) BC BRACES I ----------~:~:Z ___ ~:~~! __ 49.792 25.325 32.565 I I I I I I I I NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/0.R W2D. 6584.4 LBS. 26337.5 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT • 188xl3.6 12.8+ 7.1 • 138x 4.2 11.s+ .o • 188x 8.6 12.6+ .o .137xll. 8 12.6+ .o • 138x 4.2 11.8+ .o .137x 6.1 12.6+ .o .137x 7.8 12.6+ .o .138x 4.2 11.8+ .0 .137x 4.4 12.6+ .o .137X 7.8 12.6+ .o .138x 4.2 11.8+ .o .137x 7.8 12.6+ .o .137x 5.5 12.6+ .o .138x 4.2·11.8+ .o .137x11.3 12.6+ .o .188x 8.2 12.,6+ .o .138x 4.2 11.8+ .o • 188x14.4 13.2+ 7.1 I I I CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 16 Gll . 54DG O 50' 1-1/211 54G 6N a. 64K . I ---------.------------------------------------------------------·-----------**JOIST GIRDER DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** --------------------~---------------------------------------------------------. JOIST LEFT END RGHT END ACTUAL DEFL POINT DEPTH BS LENGTH SPACING STRUT STRUT INCHES LOADS I 54.00 50-1 1/2 08-00 1/8 5.1 IN 5.1 IN 1.40 TL REQ .00 LL -----------------**LOAD CRITERIA** ---------------~-I TOTAL LOAD = 0 • PLF, LIVE LOAD = 0 • PLF. ADDITIONAL TC AXIAL LOAD= 38.50 KIPS. I :~~~~~~~:~~--~.:.~~~-!:P(S) TOTAL AT PP 3 5 7 9 11 ** CONCENTRATED LOADS** FROM LEFT END BASE LENGTH ----------------------TOTAL LOAD LIVE LOAD KIPS KIPS 8.640 .000 I TC -------.------------·----- MOMENT DISTANCE 2-2 3/8 PROXIMITY FROM LOAD SUPPORTING IN INCHES PP TO PP WEB MEMBER • 00 2 2 **TCX/CANT LOAD CRITERIA**· I L TCX LOADS : UNIFORM = 0-•.. · PLF. R TCX LOADS: UNIFORM= 0. PLF. -------------------- 1 ~~~~~!:-~:~~~~:~~~~~ NOTE: SPECIAL DIMENSIONS DEFINED-- LEFT RIGHT LEFT RIGHT WK LENGTH END.PANEL END.PANEL VAR·DIM VAR DIM INTERIOR PANELS 49. 7917 6-2 1/2 5-10 1/2 4-0 0/0 2-0 0/0 4 AT s-· 0 1/8 I 1· I I I I I I I LEFT TC RIGHT TC END PANEL END PANEL 2-2 3/8 5-10 1/2 DEPTH · DEPTH DEPTH LEFT CENTER RIGHT 54 Of.O 54 0/.0 54 0/0 ~ACTUAL) 52 1/8 52 1/8 52 1/8 EFF) ------------------**TRUSS ANALYSIS** ------------------EFF WEB WEB PP LOAD-LBS DEPTH MEM SLOPE 1 .o 52.185 2 -.720 2 8640.0 52.185 2D -1.084 3 8640.0 52.185 3 1.087 4 • O· 52 .18.5 4 -1. 086 5 8640.0 52.185 V2 .000 6 .o 52.185 5 1.086 7 8640.0 52.185 6 -1.086 8 .o 52.185 VJ .ooo 9 8640.0 52.185 7 1.086 10 . 0 52.185 7R .,..1.086 11 8640.0 52.185 V4 .000 12 .o 52.185 6R 1.086 13 .o 52.185 5R -1. 086 14 .o .000 V5 .000 15 .o .ooo 4R 1.086 16 .o .000 JR -2.174 17 .o .ooo V6 • oob. 18 .o .000 2R .762 AXIAL LO IN WEB + 49427.7 11753.1 27493.6 + 15763.9 .o 15763.9 + 4017.8 .o 4017.8 7728.3 .... .o + 7728.3 19474.5 .o + 19474.5 25276.9 .o + 37895.4 TCX LEFT TCX RIGHT o-2 0/0 o-2 0/0 AXIAL LD AXIAL LD TOP CHORD BOT CHORD 40116.2 .o 32148.4 .o .o 50761.0 '61440. 3 .o 61440.3 .o .o 72119.6 74841.5 .o 74841.5 .o .o 77563.3 72327.7 .o 72327.7 .o .o 67092.1 53899.0 .o 53899.0 .o .o 40705.9 30144.4 .o 30144.4 .o .o .o I I I I I I I CARLSBAD AIRPORT 70-4-354 LIST CENTER Mar 17, 1995 16 Gll ----------------**CHORD DESIGN** STEEL FY = 50000. PSI ----------------AXIAL AXIAL STRESS RATIO LEND PANEL PP 10411.0 .3470 LEND PANEL MP 10411.0 .4102 L VAR PANEL PP 8343.2 .2781 L VAR PANEL MP 8343.2 .4942 INT PANEL PP 20129.3 .6710 INT PANEL MP 19422.9 :~i}~ R VAR PANEL MP 7823.1 R VAR PANEL PP 7823.1 .2608 REND PANEL MP 7823.1 .5309 REND PANEL PP 7823.1 • 260.8 SEC DESCRIPTION AXIAL, LOAD TC 51 L3-1/2X3-1/2X.2a7 74841. BC 42 L 3 X 3 X.227 77563. MOMENT UNI LOAD .o .o .o .o .o .o .o .o .o .o K KL/R 1.00 52.3 1.00 161.9 BENDING STRESS .o .0 .o .o .o .o .o .o .o .o BENDING RATIO·· .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .ooob .0000 I FLRS .COMBINED RATIO .3470 .4102 .2781 .4942 .6710 .8418 Jg6~ .5309 .2608 LENGTH 50-5 1/.2 49-7 1i'4 SEC DESCRIPTION AXIAL STRESS CBRMP 4254.9DEV 8 .OREQ 0 .OREQ TL 42 L 3 X 3 X.227 29594. .9865 L/360 LIVE LOAD DEV= 1287.7 PLF, L/240 LIVE LOAD DEV= TbTAL LOAD FOR DEFL = 1088.4 PLF. 1931. 5 PLF I --------------**TCX DESIGN** SEC BENDING MOMENT o. o. L 51 TC 40L BR R 51 TC 40L BR I--------------------**END PANEL DESIGN** .. REQ S DEV S .ooo 1.722 .00(), 1.722 DEFLC BEARING REQ I DEV I IN. LENGTH DEPTH .ooo 4.545 .017 o-2 0/.0 6.00 .ooo 4.545 .017 o-6 ozo o-·. 2 ozo 6.00 0-6. Oi'O AXIAL LOAP I LEFT 40116. 2 RIG;HT 30144.4 K 1.00 1.00 KL/R FLR WEB TO END BASEL NGM NGM 35.3 2 2D 2-2 3/8 EP VP B. DEPTH 6 0/.0 6 Oi'O 99.1 0 V 5-10 1]2 EP VP **ADDITIONAL TC AXIAL LOAD DESIGN** -----------------------------------. . I SEC TC 51 AXIAL FORCE 38500. IL END LEND L VAR I. L VAR INT R ifi R VAR I R END ·REND I I I PANEL PP PANEL MP PANEL PP PANEL MP PANEL PP PANEL MP PANEL MP PANEL PP PANEL MP PANEL PP -TENSION -AXIAL STRESS 9991.5 AXIAL RATIO .2504 AXIAL AXIAL FORCE STRESS 78616.2 20402.5 · 78616.2 20402.5 70648.4 18334.7 70648.4 18334.7 116063.3 30120.8 113341.5 29414.4 68644.4 17814.6 68644.4 17814 .6 68644.4 17814.6 68644.4 17814.6 ALLOWABLE STRESS INCREASED 33% -COMPRESSION -AXIAL BENDING BENDING RATIO STRESS RATIO .5113 .o .0000 .6045 .o .0000 .4595 .o .0000 .8165 .o .0000 .7549 .o .0000 .9585 .0 .0000 .5264 .o .0000 .4465 .o .0000 .9089 .o .0000 .4465 .o .0000 COMBINED RATIO .5113 .6045 .4595 .8165 .7549 .9585 .5264 .4465 .9089 .4465 I I 1 · CARLSBAD AIRPORT CENTER 70-4-354 LIST 16 Gll Mar 17, 1995 I --------------**WEB DESIGN** --------------STEEL FY= 50000~ PSI. MIN VERT SHEAR = END REACTION= I I I I WEB NO DESCRIPTION Q· K 2 39 L2-1/2X2-1/2X.250 2 1.00 2D 22 L 2 X 2 X.137 G2 1.00 TC 4 X 1 X 11 W/ 3.8 SKEW . ·3 34 L2-1/2X2-1/~X.197 2 1.00 4 22 L 2 X 2 X.137 2 1.00 V2 17 L1-1/2Xl-1/2X.138 1 1.00 5 27 L 2 X 2 X.187 2 1.00 6 22 L 2 X 2 X.137 2 1.00 V3 17 L1-l/2Xl-1/2X.138 1 1.00 7 22 L 2 X 2 X.137 2 1.00 7R 22 L 2 X 2 X~l37 2 1.00 V4 17 Ll-1/2Xl-1/2X.138 1 1.00 6R 22 L 2 X 2 X.137 2 1.00 5R 32 L 2 X 2 X.250 2 1.00 V5 17 Ll-l/2Xl-l/2X.138 1 1.00 4R 22 L 2 X 2 X.137 2 1.00 3R 29 L 2 X 2 X.213 2 1.00 V6 ·17 Ll-1/2Xl-l/2X.138 1 1.00 2R 27 L 2 X 2 X.187 2 1.00 . REQ DEV KL/RAX LOAD AX LOAD 116.1 + 49428.+ 71250. 113.7 -11753.-12231 • 91.3 -27494.-30690. 113.6 + 15764.+ 31754 • 176.6 -1497.-1891 • 114.9 -15764.-16127. t}t~ + 9814.+ 31754 • -1497.-1891 • 113.6 -9814.-12246 • 113.6 -9814.-12246 • 176.6 -1497.-1891 • 113.6 + 9814.+ 31754. 116.5 -19474.-20625. 176.6 -. 1497 .-1891 • 113.6 + 19474.+ 31754. 93.6 -25277.-26068 • 176.6 -1497.-1891. 139.5 + 37895.+ 42782 • I ~~~~!~~!~~=~~~!~~~!~~~ TC RYY BC RYY WORKING WORKING LEN MAX SPACING LENGTH /(TC RYY) BC BRACES 49.792 325.325 32.565 I 1.837 1.628 NoT·i;--;o-oisTiNcE-LEFT-EITHER SET oR sPE_CIFIED. I NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. I I I I I I I I 7218.8 LBS. 28875.3 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .188X17.8 13.6+ 7.1 • 137x 5.8 12.6+ .o .188X 9.9 • 137X 7.8 • 138X 2.0 .187X 5.7 • 137x 7.8 • 138x 2.0 • 137X 4.8 • 137X 4.8 • 138x 2.0 .137x 7.8 .188X 7.0 • 138X 2.0 .137x 9.6 • 188x 9.1 .138x 2.0 • l87Xl3.6 12.6+ 12.6+ 4.2+ 12.6+ 12.6+ 4.2+ 12.6+ 12.6+ 4.2+ 12.6+ 12.6+ 4.2+ 12.6+ 11.9+ 4.2+ 13.7+ .0 .o • 0 .o .o .o .o .o .o .o .o • 0 .o .o .o .o I I I CARLSBAD AIRPORT CENTER Mar 17 1995 70-4-354 LIST 16 ' I .G12 54DG O 50' l-lt2" 54G 6N 8.64K ;;joisT-GIRoiR-oisrGN-RiouiiiMENTs-;1:oi ____ sJr-sPEcs ____ wLcR.AFT-iNG-nEPT;;--------------------~------------~----------------------------------------------JOIST LEFT END RGHT END ACTUAL DEFL POINT I DEPTH BS LENGTH SPACING STRUT STRUT INCHES LOADS 54.00 50-1 1/2 08-00 1/8. 5.1 IN 5.1 IN 1.40 TL REQ .00 LL **LOAD CRITERIA** O. PLF. ADDITIONAL TC AXIAL I.DAD= 38.50 KIPS. I CONCENTRATED 8.640 KIP(S) TOTAL AT PP 3 ** CONCENTRATED LOADS** 5 7 9 11 ----------------------FROM LEFT END BASE LENGTH ---------------------- KIPS KIPS 1 TOTAL LOAD LIVE LOAD MOMENT. PROXIMITY FROM LOAD SUPPORTING DISTANCE IN INCHES PP TO PP WEB MEMBER TC 8.640 .000 47-9 7/8 .oo 12 12 --------------------------**TCX/CANT LOAD CRITERIA** I L TCX LOADS: .. -.. UNIFORM = 0. PLF. R TCX LOADS: UNIFORM= O. PLF. --------------------1 **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED-- .LEFT RIGHT LEFT RIGHT WK LENGTH END PANEL END PANEL I 49.7917 5-9 1/4 6-3 3/4 LEFT TC RIGHT TC END PANEL END PANEL 5-9 1/4 2-3 5/8 I DEPTH DEPTH DEPl'H LEFT CENTER RIGHT 54 0/0 54 0/0 54 0/0 (ACTUAL) 52 1/8 52 1/8 52 1/8 (EFF) I~~~~~~~=~~~~~!~~~ I PP l 2 . 3 4 I ~ 8 9 I i~ 12 13 14 I i~ 17 18 I I LOAD-LBS .o .o 8640.0 .o 8640.0 .o 8640.0 • 0 8640.0 .o 8640.0 8640.0 .o .o .o .o .o • 0 EFF WEB DEPTH MEM 52.185 2 52.185 Vl 52.185 3 52.185 4 52.185 V2 52.185 5 52.185 6 52.185 V3 52.185 7 52.185 7R 52.185 V4 52.185 6R 52.185 5R .000 V5 .000 4R .000 3R .000 2DR .000 2R WEB SLOPE -.776 .ooo 2.174 -1.086 .000 1.086 -1.086 .ooo 1.086 -1.086 .ooo 1.086 -1.086 .ooo 1.086 -1.087 1.084 .708 VAR DIM ·. VAR DIM INTERIOR PANELS 2-0 0/0 4-0 0/0 4 AT 8-0 1/8 + + + + + + AXIAL LD IN WEB 37636.2 .o 25396.3 19621.9 .• o 19621.9 .7875.8 .o 7875.8 3870.3 .o 3870.3 15616.4 .o 15616.4 27346.2 11753.1" 49802.9 TCX LEFT o-2 0/0 TCX RIGHT o-2 0/0 AXIAL LO TOP CHORD 29734.1 29734.1 .o 53638.4 53638.4 .o 72266.9 72266.9 .o 74980.5 74980.5 .o 61779,-1 61779.1 .o 32686.8 40654.6 .o AXIAL LD BOT CHORD .o .o 40345.5 .o .o 66931.4 .o .o 77602.4 .o .o 72358.5 .o .o 51199.6 • 0 • 0 • 0 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 16 Mar 17, 1995 G12 . I **CHORD DESIGN** STEEL FY= 50000. PSI AXIAL AXIAL MOMENT BENDING BENDING COMBINED · STRESS RATIO UNI LOAD STRESS RATIO RATIO I LENO PANEL PP 7716.6 .2572 .o .o .0000 .2572 LEND PANEL MP 7716.6 .5105 .o .o .0000 .5105 L VAR PANEL PP 7716.6 .2572 .o .o .0000 .2572 L VAR PANEL MP 7716.6 .3033 .o .o .0000 .3033 I INT PANEL PP 20139.4 .6713 .o .o .0000 .6713 INT PANEL MP 19459.0 .8433 .o .o .0000 .8433 R VAR PANEL MP 8482.9 .5024 .o .o .0000 .5024 R VAR PANEL PP lg~~~:~ .2828 .0 .o .0000 .2828 REND PANEL MP .4194 .o .o .0000 .4194 I R ;E:ND PANEL PP 10550.7 .3517 .o .o .0000 .3517 SEC DESCRIPI'ION AXIAL LOAD K KL/R I FLRS LENGTH TC 51 L3-1/2X3-1/2X~287 74980. 1.00 52.3 4254.9DEV 8 50-5 1/.2 BC 42 L 3 X 3 X.227 77602. 1.00 161.9 .OREQ 0 49-7 1/4 I SEC DESCRIPI'ION AXIAL STRESS CBRMP • OREQ TL. BC 42 . L 3 X 3 X.227 29609 • .9870 I I L6360 LIVE LOAD DEV= T TAL LOAD FOR DEFL = --------------**TCX DESIGN** __ ..,. ___________ SEC L 51 TC 40L BR R 51 TC 40L BR BENDING MOMENT o. · .. o. **END PANEL DESIGN** -------------------- REQ S .ooo .ooo 1287.7 1089. o· DEVCS 1.722 1.722 PLF, PLF. L/240 LIVE REQ I .000 .ooo DEV I 4.545 4.545 LOAD DEV= 1931.5 PLF DEFLC IN. .017 .017 BEARING LENGTH DEPTH o-2 0/.0 6.00 o-6 ozo o-2 0/.0 . 6. 00 o-6 0"/0 I ---~---------------- AXIAL LOAD K KL/R FLR WEB TQ END BASEL NGM NGM B .. DEPTH LEFT 29734 .1 1.00 97. 3 0 V 5-9 1/.'4 EP VP 6 0/.0 I ~:~~:---~~~~~:~--~:~~---=Z:=---~---2D 2-3 5/8 _EP VP· 6 0/0 **ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% AXIAL SEC FORCE 51 38500. I L END PANEL pp L END PANEL MP L VAR PANEL PP L VAR PANEL MP I INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP I R END PANEL MP REND PANEL PP I I I -TENSION -AXIAL STRESS 9991.5 AXIAL RATIO .2504 AXIAL FORCE 68234.1 68234.1 68234.1 ·68234 .1 116102.4 113480.5 71186.8 71186.8 79154.6 79154.6 AXIAL STRESS 17708.l 17708.1 17708.1 17708.1 30130.9 29450.5 18474.4 18474.4 20542.2 20542.2 -COMPRESSION -AXIAL BENDING RATIO STRESS .4438 .o .8809 .0 .4438 .o .5233 .o .7552 .o .9597 .0 .8227 .o .4630 .o .6140 .o .5148 .0 BENDING RATIO .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 COMBINED RATIO .4438 .8809 .4438 .5233 .7552 .9597 .8227 .4630 .6140 .5148 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 16 Mar 17, 1995 I G12 _ ~~!~~=~~~!~~~~ STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= I WEB NO DESCRIPTION Q2 2 27 L 2 X 2 X.187 Vl 17 Ll-1/2Xl-l/2X.138 1 3 29 L 2 X 2 X.213 2 4 22 L 2 X 2 X.137 2 I V2 17 Ll-l/2Xl-1/2X.138 1 5 32 L 2 X 2 X.250 2 6 22 L 2 X 2 X.137 .12 V3 17 Ll-1/2Xl-1/2X~.138 7 22 L 2 X 2 X~l37 2 I 7R 22 L 2 X 2 X.137 2 V4 17 L1-1/2X1-1/2X.138 1 6R 22 L 2 X 2 X.137 2 SR 27 L 2 X 2 X.187 2 I-V5 17 L1-l/2X1-l/2X.138 l 4R 22 L 2 X 2 X.137 2 3R 34 L2-1/2X2-1/2X.197 2 2DR 22 L 2 X 2 X.137 G2 TC 4 X 1 X 11 W/ 3.8 SKEW I --~~--~~-~~::L~~~:~L~~.:.~~o 2 **BRIDGING REQUIREMENTS** ------------------------- K 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 REQ DEV KL/RAX LOAD AX LOAD 137.9 + 37636.+ 42782 • 176.6 -1500.-1891. 93.6 -25396.-26068. 113.6 + 19622.+ 31754. 176.6 -1500.-1891 • 116.5 -19622.-20625 • 113.6 + 9777.+ 31754. 176.6 -1500.-1891 • 113.6 -9777.-12246. 113.6 -9777.-12246 • 176.6 -1500.-1891. 113.6 + 9777.+ 31754 • 114.9 -15616.-16127 • 176.6 -1500.-1891. 113.6 + 15616.+ 31754. 91.3 -27346.-30690. 113.7 -11753.-12231 • 117.4 + 49803.+ 71250. WORKING WORKING LEN MAX SPACING I TC RYY BC RYY LENGTH /(TC RYY) BC BRACES . 1.837 1.6-28 49.792 325.325 32.565 -------------------------,.JOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED. I NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. I I I I I 7191". 7 LBS. 28766.9 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT • 187x13.6 13.6+ .o .138X 2.0 4.2+ .0 .188x 9.1 11.9+ .o .137x 9.6 12.6+ .o • 138x 2.0 4.2+ .o • 188x 7.0 12.6+ .o .137x 7.8 12.6+ .o . 138X 2.0 4.2+ .0 .137x 4.8 12.6+ .o • 137x 4.8 12.6+ .o .138X 2.0 4.2+ .0 • 137x 7.8 12.6+ .o • 187x 5.6 12.6+ .o .138x 2.0 4.2+ .o .137x 7.8 12.6+ .o .188x 9.8 12.6+ .o • 137x 5.8 12.6+ .o .188x17.9 13.7+· 7.1 ·1 I I CARLSBAD AIRPORT CENTER 70-4-354. LIST 17 Mar 16, 1995 Gl6 54VG O 50' 1-1/2" 54G 7N 8. 64K • I -----------------------------------------------------------------------------**JOIST GIRDER DESIGN REQUIREMENTS Vl.01 SJI SPECS. VULCRAFT ENG DEPT** ------------------------------------------------------------------------------LEFT END RGHT END DEPTH BS LENGTH I 54.00 50-1 1/2 -----~-----------**LOAD CRITERIA** ----------------- JOIST SPACING 08-00 1/8 STRUT STRUT 5.1 IN 5.1 IN 1 TOTAL LOAO = 0. PLF, LIVE LOAD = 0. PLF. ADDITIONAL TC AXIAL LOAD= 38.50 KIPS. I.=~~~~~'.:~'.:~~--~,:~~~-~~:!~~ TOTAL AT PP 2 4 6 **TCX/CANT LOAD CRITERIA** R TCX LOADS: UNIFORM= O. PLF. --------------. ----- 8 10 12 ACTUAL DEFL POINT INCHES · · · LOADS 1. 39 TL REQ .00 LL I L TCX LOADS: UNIFORM= 0. PLF. **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED----------------------I LEFT RIGHT LEFT RIGHT WK LENGTH END PANEL END PANEL VAR· -DIM VAR DIM INTERIOR PANELS 49.7917 4-11 7/8 5-1 0/0 4-0 0/0 4-0 0/0 4 AT 8-0 1/8 LEFT TC RIGHT TC I END PANEL END P~EL A-DIM B-DIM 4-11 7 /8 _ 5-1 0/9-4-11 -7 /8 5-1 0/0 DEPTH DEPTH DEPTH CENTER RIGHT I LEFT 54 0/0 s2 1,a 54 0/0 54 0/0 (ACTUAL) 52 1/8 52 1/8 (EFF) **TRUSS ANALYSIS** I ;;--~~~=~;;----~i~H 1 .o 52il85 2 8640.0 52,185 I 3 .o 52 .185 4 8640.0 52.185 5 .o 52.185 6 8640.0 52.185 I 7 . 0 52 .185 8 8640.0 52.185 9 .o 52.185 10 8640.0 52.185 11 .o 52.185 I 12 8640.0 52.185 13 .o 52.185 14 .o .000 15 . 0 . 000 16 .o .000 18 .o .000 117 .o .ooo I I. I WEB MEM 2 Vl 3 4 V2 5 6 V3 7 7R V4 6R 5R V5 4R JR V6 2R WEB SLOPE -.902 .ooo 1.086 -1.086 .000 1.086 -1.086 .ooo 1.086 -1.086 .ooo 1.086 -1.086 .000 1.086 -1.086 .000 .884 + + + + + + + AXIAL LD IN WEB 38779.4 8640.0 23558.6 23558.6 8640.0 11812.5 11812.5 8640,0 66.4 66.4 8640.0 11679.8 11679.8 8640.0 23425.9 23425.9 8640.0 39049.6 TCX LEFT o-2 0/0 TCX RIGHT o-2 0/0 AXIAL LD AXIAL LD TOP CHORD BOT CHORD 28800.4 .o 28800.4 .o .o 44760.3 60720.2 .o 60720.2 .o .o 68722.6 76725.0 • 0 76725.0 .o .o 76770.0 76814.9 .o 76814.9 .o .o 68902.4 60989.9 .o 60989.9 .0 .o 45119.9 29249.9 .o 29249.9 .o .o .o ., .-~-•• I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 17 I Gl6 **CHORD DESIGN** -------------!9-- I L END PANEL PP L END PANEL MP L VAR PANEL PP I L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP STEEL FY AXIAL STRESS 7474 .3 7474.3 7474.3 7474~3 19935.0 19935.0 7590.9 7590.9 7590.9 7590.9 I R END PANEL MP REND PANEL PP SEC DESCRIPTION TC 51 L3-l/2X3-1/2X.287 I. BC 42 L 3 X 3 X. 2 2 7 SEC DESCRIPTION BC 42 L 3 X .3 X.227 Mar 16, 1995 = 50000. PSI AXIAL RATIO • 2491. .4198 .2491 .3673 .6645 .8640 .3730 .2530 .4339 .2530 MOMENT UNI LOAD .o .o .o .o .o .o .o .o .o .o AXIAL LOAD K KL/R 76815. 1.00 52.3 76770. 1.00 161.9 AXIAL STRESS CBRMP ~9308. • 9769 BENDING STRESS .o .o .o .o .o .o .o .o .o .o BENDING RATIO .0000 .0000 .0000 .0000 .0000 .0000 .0000 • 0000 .0000 .0000 I FLRS 4254.9DEV 8 .0REQ 0 .0REQ TL COMBINED ·RATIO .2491 .4198 .2491 .3673 .6645 .8.640 .3730 .• 2530 . .4339 .2530 LENGTH 50-5 1/2 49-7 11/4 L/360 LIVE LOAD DEV= TOTAL LOAD FOR DEFL = 1287.7 PLF, L/240 LIVE 1077.9 PLF. LOAD DEV= 1931.5 PLF I ---------------**TCX DESIGN** -------------- I BENDING SEC MOMENT L 51 TC o. 40L BR R 51 TC o. I--------------------**END PANEL DESIGN** 40L BR -------------------- .... · .. REQ S DEV S REQ I .000 1.722 .000 .ooo 1'. 722 .000 DEFLC DEV I IN. 4.545 .017 4.545 .017 . BEARING LENGTH DEPTH o-2 0/.-0 6.00 o-6 ozo o-2 ozo 6.00 o-6 010 LEFT RIGHT AXIAL LOAD l{ 28800.4 1.00 29249.9 · 1.00 KL/R FLR WEB TO END BASEL NGM NGM 83.7 0 V 4-11 7/.8 EP VP B. DEPTH 6 0/0 6 01/0 1 .85.3 0 V 5-1 OlO EP VP -------------------------------~---**ADDITIONAL TC AXIAL LOAD DESIGN** I SEC TC 51 AXIAL FORCE 38500. I L END PANEL PP LEND PANEL MP L VAR PANEL PP I L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PAN,EL MP I R VAR PANEL PP REND PANEL MP REND PANEL PP I I I -TENSION -AXIAL STRESS 9991.5 AXIAL RATIO .2504 AXIAL FORCE 67300.4 67300.4 67300.4 67300.4 115314.9 115314.9 67749.9 67749.9 67749.9 67749.9 AXIAL STRESS 17465.8 17465.8 17465.8 17465.8 29926.6 29926.6 17582.5 17582.5 17582.5 17582.5 ALLOWABLE STRESS INCREASED 33% -COMPRESSION -AXIAL BENDING RATIO STRESS .4377 .o .7376 .o .4377 .o .6453 .o .7500 .o .9752 .o • 6496 . 0 .4407 .o .7556 .o .4407 .o BENDING RATIO .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 COMBINED RATIO .4377 .7376 .4377 .6453 .7500 .9752 .6496 .4407 .7556 .4407 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 17 G16 Mar 16, 1995 I I I I I I **WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= END REACTION= . REQ . DEV KL/RAX ·LOAD AX LOAD 101.3 + ~8779.+ 71250 • 112.6 -8640.-9300 • --------------- WEB NO DESGRIPTION Q K 2 39 L2-l/.2X2-1/.2X.250 2 1.00 Vl 17 Ll-172Xl-1Y2X.138 G2 1.00 ·TC 3 X 1 X 8 W/ • 0 SKEW 3 34 L2-1/2X2-l/2X.197 2 1.00 4 22 L 2 X 2 X.137 2 1.00 V2 17 Ll-l/2Xl-l/2X.138 G2 1.00 VG .3 X 1 X 8 5 22 L 2 X 2 X.137 6 22 L 2 X 2 X.137 V3 17 Ll-1/2Xl-1/2X.138 VG 3 X 1 X 8 7 22 L 2 X. 2 X.137 7R 22 L 2 X 2 X.137 V4 17 Ll-1/2Xl-1/2X.138 VG 3 X 1 X 8 2 1.00 2 1.00 G2 1.00 2 1.00 2 1.00 G2 1.00 6R 22 L 2 X 2 X.137 2 1.00 5R 22 L 2 X 2 X.137 2 1.00 V5 17 Ll-1/2Xl-1/2X.138 G2 1.00 VG 3 X 1 X 8 4R 22 L 2 X 2 X.137 2 1.00 3R 34 L2-1/.2X2-l/.2X.197 2 1.00 V6 17 Ll-172Xl-1Y2X.138 G2 1.00 TC 3 X 1 X 8 W/ .O SKEW 91.3 -23559.-30670 . 113.6 + 23559.+ 31754 • 112.6 -8640.-9300 • 113.6 -113.6 + 112.6 - 113.6 - 113.6 + 112.6 - 11.812.-11812.+ 8640.- 8826.-8826.+ 8640.- 113.6 + 11680.+ 113.6 -11680.-112.6 -·8640.- 113.6 + 23426.+ 91.3 -23426.-112.6 -8640.- 12246. 31754 • 9300. 12246. 31754. 9300. 31754 • 12246 • 9300. 31754 • 30670. 9300. 2R 39 L2-l/2X2-1/2X.250 2 1.00 I~~~~~~~~~~=~~~~~~~~~~§~~~ 102.4 + 39050.+ 71250. . . -WORKING WORKING LEN .MAX SPACING TC RYY BC RYY LENGTH I __________ ::~~~---::~~! __ 49.792 /(TC RYY) BC BRACES 325.325 32.565 NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. I I I I I I I I 6492.2 LBS. 25968.8 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT • 188x13.9 13.0+ 7.1 • 138x 4.2 11.8+ .o . 188x 8.5 12.6+ .o • 137xll.6 12.6+ .o • 138x 4.2 11.8+ .o .137x 5.8 12.6+ .o • 137x 7.8 12.6+ .o .138x 4.2 11.a+ .o .137x 4.3 12.6+ .o .137x 7.8 12.6+ .o .138X 4.2 11.8+ .0 • 137x 7.8 12.6+ .o • 137x 5.7 12.6+ .o .138x 4.2 11.8+ .o . 137x11.5 12.6+ .o .188X 8.4 12.6+ .0 ~138x 4.2 11.8+ .o .188x14.0 13.0+ 7.1 I I I CARLSBAD AIRPORT CENTER Mar 16, 1995 70-4-354 LIST 17 I G17 . 54VG O 50' 1-1/211 _ 54G 7N 8.64K -----------------------------·------------------------------------------------**JOIS~ GIRDER DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------JOIST LEFT END RGHT END ACTUAL DEFL POINT I DEPTH 54.00 BS LENGTH 50-1 1/2 SPACING STRUT STRUT · · · INCHES LOADS 08-00 1/8 5.1 IN 5.1 IN 1.39 TL REQ .00 LL -----------------**LOAD CRITERIA** I TOTAL-LOAD_:_.;,. ___ 0. PLF, LIVE LOAD = o.. PLF. ADDITIONAL TC AXIAL LOAD= 38.50 KIPS. I CONCENTRATED 8.640 KIP(S) TOTAL AT PP 2 4 6 8 10 12 ~~!~~Z§~=~~~=§~!!~~~~~~ I L TCX LOADS: UNIFORM = R TCX LOADS: UNIFORM = 0. PLF. 0. PLF. **BASIC DIMENSIONS** NOTE:. SPECIAL DIMENSIONS DEFINED-- LEFT' RIGHT LEFT RIGHT I -------------------- WK LENGTH END P-ANEL END.PANEL 49.7917 4-7 5/8 5-5 1/4 VAR DIM VAR DIM INTERIOR PANELS 4-0 0/0 4-0 0/0 4 AT 8-0. 1/8 I I I I I I I I I I LEFT TC RIGHT TC . END PANEL END PANEL A-DIM B-DIM ,·4-7 5/8 s~ 5 1/4 4-1 5/8 5-5 1/4 DEPTH DEPTH CENTER RIGHT DEPTH LEFT 54 Of.O 52 1/8 54 0/0 54 0/0 (ACTUAL) 52 1/8 52 1/8 (EFF) ------------------**TRUSS ANALYSIS** ------------------EFF' WEB WEB pp LOAD-LBS DEPTH MEM SLOPE 1 .o 52.185 2 -.973 2 8640.0 52.185 Vl .ooo 3 .o 52.185 3 1.086 4 8640.0 52.185 4 -1.086 5 .o 52 .185 V2 .ooo 6 8640.0 52.185 .5 1.086 7 .o 52.185 6 -1..086 8 8640.0 52.185 V3 .ooo 9 .o 52.185 7 1.086 ·10 8640.0 52.185 7R -1.086 11 .o 52.185 V4 .ooo 12 8640.0 52.185 6R 1.086 13 .o 52.185 SR -1..086 14 .o .ooo V5 .ooo 15 .0 .000 4R 1.086 16 .o .ooo 3R -1..086 17 .o .ooo V6 .ooo 18 .o .• 000 2R .825 AXIAL LD IN WEB + 37764.3 8640.0 2·4059.9 + 24059.9 8640.0 12313.8 + 12313.8 8640.0 567.6 + 567.6 8640.0 + 11178.5 11178.5 _8640.0 + 22924.6 22924.6 8640.0 + 40072.4 TCX LEFT 0-2 0/0 TCX RIGHT o-2 0/0 AXIAL LD AXIAL LO TOP CHORD BOT CHORD 27064.4 .o 27064.4 .o .o 43363.9 59663.4 .o 59663.4 .o .o 68005.4 76347.4 .o 76347.4 .o .o 76732.0 77116.5 .o 77116.5 .o .0 69543.6 61970.7 .o 61970.7 .o .o 46440.3 30909.9 .o 30909.9 .o .o .o I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 17 Gl7 Mar 16, 1995 I **CHORD DESIGN** STEEL FY = 50000. PSI MOMENT ·AXIAL STRESS·· I L END PANEL PP 7023 .8 LEND PANEL MP 7023.8 L VAR PANEL PP 7023.8 L VAR PANEL MP 7023.8 I. INT PANEL PP 20013.3 INT PANEL MP 20013.3 R VAR PANEL MP 8021.8 R VAR PANEL PP 8021.8. REND PANEL MP 8021.8. AXIAL RATIO .2341 .3708 .2341 .3451 .6671 .8674 :ll1i .4923 .2674 UNI LOAD .o .o .o .o .o .o .o .o .o .o BENDING BENDING STRESS RATIO .o .0000 .o .0000 .o .0000 .o .0000 • 0 • 0000 • 0 • 0000 .o .0000 • 0 • 0000 .o .0000 .o .0000 COMBINED RATIO .2341 .3708 .2341 .3451 .6671 .8674 .3942 .2674 .4923 .2674 I R END PANEL PP 8021.8 SEC DESCRIPTION TC 51 L3~1/2X3-l/2X.287 BC 42 L 3 X 3 X.227 AXIAL LOAD K KL/R 77117. 1.00 52.3 76732. 1.00 161.~ I FLRS 4254.9DEV 8 .OREQ 0 .0REQ TL LENGTH 50-5 1/.2 49-7 1/4 I SEC DESCRIPTION AXIAL STRESS CBRMP BC 42 L 3 X 3 X.227 L/360 LIVE LOAD DEV= I _______ T~TAL_LOAD FOR DEFL = **TCX DESIGN** --------------- SEC I L 51 TC 40L BR R 51 TC 4QL BR BENDING MOMENT REQ S o. .. . 000 o. .• 000 29423. .9808 1287.7 PLF, L/240 LIVE 1082.2 PLF. DEV S 1. 722 1.722 REQ I .ooo .ooo DEV I 4.545 4.545 LOAD DEV= 1931.5 PLF DEFLC IN. .017 .017 BEARING LENGTH DEPTH o-2 0/.0 6.00 0-6 ozo o-2 ozo 6.00 o-6 o,o I~~~~~=~~~~=~~~~§~~~ AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 27064.4 1.00 77.6. 0 V 4-7 5/.8 EP VP 6 0/.0 I RIGHT 30909.9 1.00 91.5 0 V 5-5 1/4 EP VP 6 0/0 . **AbDITIONAL-TC-AXIAL-LOAD-DESIGN** ALLOWABLE STRESS INCREASED 33% ---.------------------------------- I AXIAL SEC. FORCE TC 51 38500. IL END PANEL pp LEND PANEL MP L VAR PANEL PP I L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP I R END PANEL MP REND PANEL PP I I I -TENSION -AXIAL STRESS 9991.5 AXIAL FORCE 65564.4 65564.4 65564.4 65564.4 115616,5 115616.5 -69409,9 69409.9 69409.9 69409.9 AXIAL RATIO .2504 AXIAL STRESS 17015.3 17015.3 17015.3 17015.3 30004.8 30004.8 18013.3 18013.3 18013.3 18013.3 -.COMPRESSION -AXIAL BENDING RATIO STRESS .4264 .o .6754 .o .4264 .o • 6286 • 0 • 7520 .o . 9777 • 0 .6655 .o .4515 .o .8312 .o . 4515 • 0 BENDING RATIO .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 COMBINED RATIO .4264 .6754 .4264 .6286 .7520 .9777 .6655 .4515 .8312 .4515 I I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 17 Mar 16, 1995 .1 G17 **WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= I I I I I --.-----~"'!"----- ~B ~g ~~~tR~~!~N2X.250 ~ v1 11 L1-112x1-112x.13s ~2 TC 3 X 1 X 8 W/ .O SKEW ·3 34 L2-l/2X2-l/2X.197 2 4 22 L 2 X 2 X.137 2 V2 17 ~l-l/2Xl-l/2X.138 G2 VG 3 X 1 X 8 5 22 L 2 X 2 X.137 2 6 22 L 2 X 2 X.137 2 V3 17 Ll-1/2Xl-1/2X.138 G2 VG 3 X 1 X 8 . END REACTION= REQ DEV K. KL/RAX LOAD AX LOAD 1.00 97.2 + 37764.+ 71250. 1.00 112.6 -'8640.-9300 . 1.00 1.00 1.00 1.00 1.00 1.00 91.3 -24060.-30670 • 113.6 + 24060.+ 31754. 112.6 -8640.-9300. 113.6 -12314.-12314. 113.6 + 12314.+ 31754 • 112.6 ~ 8640.-9300. 7 22 L 2 X 2 X.137 7R 22 L 2 X 2 X.137 V4 17 Ll-l/2Xl-l/2X.138 2 1.00 2 1.00 G2 1.00 113.6 -8951.-12246. 113.6 + 8951.+ 31754. 112.6 -8640.-9300. VG 3 X 1 X 8 . 6R 22 L 2 X 2 X.137 5R 22 L 2 X -2 X.137 V5 17 L1-l/2Xl-1/2X.138 VG 3 X 1 X 8 2 1.00 2 1.00 G2 1.00 113.6 + 11178.+ 31754 • 113.6 -11178.-12246. 112.6 -8640.-9300. 4R 22 L 2 X 2 X.137 2 3R 34 L2-l[2X2-1[2X.197 2 V6 17 Ll-11/2Xl-l'l2X.138 G2 1.00 113.6 + 22925.+ 31754 • 1.00 91...3 .. -22925.-30670 • 1.00 112.6 -8640.-9300 . TC 3 X 1 X 8 W/ .0 SKEW 2R 39 L2-l/2X2-1/~X.250 2 I -------------------------**BRIDGING REQUIREMENTS** 1.00 106.6 + 40072.+ 71250 • -------------------------I WORKING WORKING LEN MAX SPACING TC RYY BC RYY LENGTH /(TC RYY) BC BRACES 1.837 1.628 49.792 325.325 32.565 -------------------------I NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. I I I I I I I 6584.4 LBS. 26337.5 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .188x13.6 12.8+ 7.1 • 138x 4.2 11.8+ .o • 188X 8.6 12.6+ .0 .137Xll.8 12.6+ .0 .138X 4.2 11.8+ .0 .137x 6.1 • 137x 7.8 .138x 4.2 .137x 4.4 .137x 7.8 .138x 4.2 .137x 7.8 .137X 5.5 .138x 4.2 12.6+ 12.6+ 11.8+ 12.6+ 12.6+ 11.8+ 12.6+ 12.6+ 11.8+ ~ 0 .o .o .o .o .o .o .o .o • 137Xll.3 12.6+ .0 • 188X 8.2 12.6+ .0 • 138x 4.2 11.8+ .O • 188x14.4 13.2+ 7.1 I I -~-- I CARLSBAD AIRPORT CENTER 70-4-354 LIST 17 G18 54VG 0 Mar 16, 1995 50' 1-1/2" 54G 7N 8.64K I ------------------------------------------------------------------------------**JOIST GIRDER DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------JOIST LEFT END RGHT END ACTUAL DEFL POINT DEPTH I 54 .oo BS LENGTH 50-1 1/2 SPACING STRUT STRUT INCHES LOADS 08-00 1/8 5.1 IN 5.1 IN 1.39 TL REQ .00 LL -----------------**LOAD CRITERIA** I TOTAL-LOAo-:----~o. PLF, LIVE LOAD= 0. PLF. A.DDITIONAL TC AXIAL LOAD = 38.50 KIPS. I CONCENTRATED 8.640 KIP(S) TOTAL AT PP ;;Tcx"iciNT-i:oio-cirTi:iri;; 2 LOADS: LOADS: UNIFORM= UNIFORM= 'I L TCX R TCX -------------------- O. PLF. 0. PLF. 4 6 8 10 12 **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED----------------------I'. LEFT RIGHT . WK LENGTH END PANEL END PANEL 49.7917 5-4 -0/0. 4-8 7/8 I. DEPTH LEFT TC RIGHT TC END PANEL END PANEL 5-4 0/0 4-8 7/8 LEFT VAR DIM 4-0 0/0 A-DIM 5-4 0/0 RIGHT VAR DIM INTERIOR PANELS 4-0 0/0 4 AT 8-0 1/8 B-DIM 4-8 7/8 .. · .. I LEFT 54 0/0 52·1/8 DEPTH DEPTH CENTER RIGHT 54 0/0 54 0/0 (ACTUAL) 52 1/8 52 1/8 (EFF) TCX LEFT o-2 0/0 TCX RIGHT o-2 0/0 ------------------**TRUSS ANALYSIS** I------------------EFF WEB WEB A!IAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 .o 52.185 2 -.842 + 39771.5 30427.9 .o I 2 8640.0 52.185 Vl .000 8640.0 30427.9 .o 3 .o 52.185 3 1.086 23072.0 .0 46058.2 4 8640.0 52.185 4 -1.086 + 23072.0 61688.5 .o 5 .o 52.185 V2 .000 8640.0 61688.5 .o 6 8640-0 52.185 5 1.086 11325.9 .o 69361.3 I 7 . 0. 52.185 .6 -1.086 + 11325.9 77034.1 .o 8 8640.0 52.185 V3 .ooo 8640.0 77034.1 .o 9 .o 52.185 7 1.086 + 420.2 .o 76749.4 10 8640.0 52.185 7R -1.08'6 420.2 764-64. 7 .o 11 • 0 . 52.185 V4 .ooo 8640.0 76464.7 .o I 12 8640.0 ,52 .185 6R 1.086 + 12166.3 .o 68222.6 13 .o 52.185 5R -1. 086 12166.3 59980.4 .o 14 .o .000 vs .000 8640.0 59980.4 .0 15 .o .000 4R 1.086 + 23912.4 .o 43780.8 16 .o .000 3R -1.086 23912.4 27581.2 .o I 17 .o .000 V6 .000 8640.0 27581.2 .o 18 .o .000 2R .951 + 38061.6 .o .o I I I I CARLSBAD AIRPORT CENTER 70-4~ 354 LIST 17 Mar 16, 1995 ---". I ,;18 _ k*CHORD DESIGN** STEEL FY = 50000. PSI MOMENT ----------------. . AXIAL I STRESS w END PANEL PP 7896.7 . LEND PANEL MP 7896.7 L VAR PANEL PP 7896.7 I L VAR PANEL MP .7896.7 INT PANEL PP 19991.9 INT PANEL MP 19991.9 R VAR PANEL MP 7157.9 R VAR PANEL. PP 7157.9 I R END PANEt MP 7157.9 REND PANEL PP 7157.9 SEC DESCRIPTION TC 51 L3-1/2X3-1/2X.287 AXIAL RATIO .2632 .4742 • 2:632 .3880 .6664 .8664 .3517 .2386 .3846 .i386 AXIAL LOAD 77034. 76749. UNI LOAD .o .o .o .o .o .o .o .o .o .o K KL/R 1.00 52.3 1.00 161.9 BENDING BENDING STRESS RATIO • 0 • 0000 .o .0000 .o .0000 • 0 • 0000 .o .0000 .o .0000 • 0 • 0000 • 0 • 0000 • 0 • 0000 • 0 • 0000 I FLRS COMBINED RATIO .2632 .4742 .2632 .3880 .6664 .8664 .3517 .2386 .3846 .2386 LENGTH 50-5 1/.2 49-7 1/4 I BC 42 L 3 X 3 X.227 SEC DESCRIPTION AXIAL STRESS CBRMP 4254.9DEV 8 .OREQ 0 .OREQ TL BC 42 L 3 X 3 X.227 L/360 LIVE LOAD DEV= I _______ TbTAL_LOAD FOR DEFL = . . **TCX DESIGN** -------------- I SEC. . L 51 TC-· 40L BR BENDING MOMENT o. R 51 TC ·. O. 40L BR . I --------~-----------**END PANEL DESIGN** -------------------- REQ S .ooo .ooo 29392. .9797 1287.7 PLF, L/240 LIVE LOAD DEV= 1081. 0 PLF. 1931.5 PLF DEV S 1.722 1.722 REQ I .ooo .ooo DEV I 4.545 4.545 DEFLC IN. .017 .017 LENGTH o-2 0/.0 o-6 ozo 0-·2 ozo o-6 0/0 BEARING DEPTH 6.00 6.00 AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM ~VGMP B. DEPTH I LEFT 30427.9 1.00 89.7 0 V 5-4 0/0 EP 6 0/0 ~!~~!---~~~~::_~ __ ::~~---~~:_~---~---V 4-8 ?]8 E·P VP 6 0/0 . **ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% --·----------------------------· ---I I'C SEC 51 AXIAL FORCE 38500. I:~ EN~ PANEL pp ~ END PANEL MP :.. VAR PANEL PP I L VAR PANEL MP · INT PANEL PP INT PANEL MP R VAR PANEL MP I., R VAR PAN-EL PP ·REND PANEL MP REND PANEL PP I I I -TENSION -AXIAL STRESS 9991.5 AXIAL RATIO .2504 AXIAL FORCE ·68927. 9 68927.9 68927.9 68927.9 115534.1 115534.1 66081.2 66081.2 66081.2 66081.2 AXIAL STRESS 17888.2 17888.2 17888.2 17888.2 29983.4 29983.4 17149.4 17149.4 17149.4 17149.4 -COMPRESSION -AXIAL BENDING RATIO STRESS • 4483 . 0 .8076 .o • 4483 • 0 • 6609 • 0 .7515 .o .9770 .o .6336 .o .4298 .o • 6928 • 0 ~4298 • 0 BENDING RATIO .0000 .·0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 COMBINED RATIO .4483 .8076 .4483 .6609 .7515 .9770 .6336 .4298 .6928 .4298 .I CARLSBAD AIRPORT 70-4-354 LIST G18 CENTER 17 Mar 1_6, 1995 I -------------**WEB DESIGN** --------------STE:EL FY = 50000. PSI. MIN VERT SHEAR= END REACTION= WEB NO DESCRIPTION Q I 2 39 L2-l/2X2-l/.2X.250 2 Vl 17 Ll-li'2Xl-1}2X.138 G2 -TC 3 X 1 X 8 W./ • 0 SKEW 3 34 L2-l/2X2-l/~X.197 2 I. 4 22 L 2 X 2 X.137 2 V2 17 Ll-1/2Xl-1/2X.138 G2 '_ VG 3 X 1 X 8 5 22 L 2 X 2 X.137 2 6 22 L 2 X 2 X.137 2 I ·I I V3 17 L1-l/2Xl-1/2X.138 G2 VG 3 X 1 X 8 7' 22 L 2 X 2 X.137 7R 22 L 2 X 2 X.137 V4 17 L1-l/2Xl-l/2X.138 VG 3 X 1 X 8 6R 22 L 2 X 2 X.137 5R 22 L 2 X 2 X.137 . V5 17 L1-l/2Xl-1/2X.138 VG 3 X 1 X 8 2 2 G2 2 2 G2 4R 22 L 2 X 2 X.137 2 3R 34 L2-l/.2X2-l/.2X.197 2 V6 17 L1-ll2Xl-1~2X.138 G2 TC 3 X 1 X 8 W/ .O SKEW I --~~--~~-~~::L~~~::L~!:~~o 2 **BRIDGING REQUIREMENTS** REQ DEV K KL/RAX LOAD AX LOAD 1.00 105.3 + 39772.+ 71250 • 1.00 112.6 -8640.-9300. 1.00 91.3 -23072.-30670. 1.00 113.6 + 23072.+ 31754. 1.00 112.6 -8640.-9300. 1.00 113.6 -11326.-12246. 1.00 113.6 + 11326.+ 31754. 1.00 112.6 -8640.-9300 • 1.00 113.6 + 8915.+ 31754. 1.00 113.6 -8915.-12246. 1.00 112.6 -8640.-9300. 1.00 113.6 + 12166.+ 31754. 1.00 113.6 -12166.-12246. 1.00 112.6 -8640.-9300. 1.00 113.6 + 23912.+ 31754. 1.00 . 91.3 -23912. .. ..,.. 30670. 1.00 112.6 -8640.-9300. 1.00 98.4 + 38062.+ 71250 • WORKING WORKING LEN MAX SPACING I---------~~:!!! __ ~~:!!! __ ~!~~§~ l1!~.~ii> B~2~~~ES I I 1· I .1 I 1· I NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL, WEBS ANO/OR W2D. 6557.3 LBS. 26229.1 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT · · · . 188X14.3 13.1+ 7.1 .138x 4.2 11.8+ .o .188x 8.3 12.6+ .o .137xll. 3 12.6+ .o .138x 4.2 11.8+ • 0 .137x 5.6 12.6+ • 0 .137x 7.8 12.6+ • 0 • 138X 4.2 11.8+ • 0 .137x 7.8 12.6+ • 0 .137x 4.4 12.6+ .o .138X 4.2 11.8+ .o .137x 7.8 12.6+ .o .137x 6.0 12.6+ .o .138x 4.2 11.8+ • 0 .137xll.8 12.6+ . 0 .188X 8.6 12.6+ • 0 .138x 4.2 11.8+ .o • 188Xl3.7 12.8+ 7.1 ' SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFP# ______ _ HV# _______ _ BP DATE, _ __. __ .,__ __ Business Name Business Contact Telephone# Florexpo, LLC Felipe Rendon ( 760 \ 930-3569 Project Address City State Zip Code APN# 1964 Kellogg Ave Carlsbad CA 92008 Mailing Address City State Zip Code Plan File# 1964 Kellogg Ave Carlsbad CA 92008 · Project Contact Group Mackenzie Telephone# -Ryan Weston f 503 ) 224-9560 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the FireBP7otectiq11Aaency with jurisdiction prior to plan submittal. Facility's Square Footage {including proposed project): 94, 134 Occupancy Rating: F-1; S-l 1. Explosive or Blasting Agen1s 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None ofThese. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART 11: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH-HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of'San Diego Hazardous Materials Division, 5500 Overland Ave., Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: __ / __ /__ Expected Date of Occupancy: __ / __ / __ D CalARP Exempt I YES NO (for new construction or remodeling projects) 1. D ~ Is your business listed on the reverse side of this form? ( check all that apply). 2. D ~-Will your business dispose of Hazardous Substances or Medical Waste in any amount? D CalARP Required Date Initials 3. D &'I Will your business store or handle Hazardous Supstances in quantities equal to or greater than 55 gallons, 500 pounds, / 200 cubic feet, or carcinogens/reproductive toxins in any quantity? -D-at-e--"1-ni-tia-,s-- 4. 5. 6. 7. 1. 2. 3. 4. 5. D D D D D D D D ~ Will your business use an existing or install an underground storage tank? g) Will your business store or handle Regulated Substances (CalARP)? D CalARP Complete I ~ Will your business use or install a Hazardous Waste Tank System (Title 22, Article 1 0)? Date Initials Ja Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). D : e. Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Search the California School.Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district). Has a survey been performed to determine the presence of Asbestos Containing Materials? Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities: Briefly describe proposed project: I declare under penalty of perjury that to the best of my knowledge and belief the responses made herein are true and correct. I I Name of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: ____ F_o_R_O .... F..,.F_,c_,A_L_u_s_E_o_N_L_v_: __________________ _ BY: __ -'----------------------------DATE:--~/ __ ~/ __ _ EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCO COUNTY-HMO APCO COUNTY-HMO APCO * . . A stamp in this box Wlb: exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply . HM-9171 (02/11) County of San Diego -DEH -Hazardous Materials Division CB121578 ~~~~---;~~~~~~-A~ --. ·--------"] FLOREXPO: 42,917 SF Tl TO EXIS ·: ASSEM1;3L Y AND STORAGE AREAS AND RECEIVING ,l .I --· •.. - <g)z,(ru-TD Pl/ftvl 6)6 rr'RE Y-a6-/G / . 1/calc.s «)~:!>/I l., 'DJ~ /12- {),r..frU 1E) '~ ~&IC.... c..t..,l'h.. °' J-i~' L-~ @-,==-c.. 1(2-7 /f L CvH -il--® (Cc 6~1v1t..-:il. ~u}{ F,1e a.frro~CI.A ro/~],i., ~ rt ~a ~ .to{" {, -z... A-,i: -/J w/ tf;$6,/c. ..,ore( ~~..,1-,....,) eon~ -8~ u C!.. '- ~,&iJ d.;ttZ6 -fo,< CJ, ':J ~--- ~ @.. F-"e. · t 6 J t 1.,, f 1 'c.. l ~ ~u.Q/4) Flnallnsp. Approved Date BUILDING ..JT~ -V. ,o Js1, 7.,, PLANNING I fS./;>3/, ~ ENGINEERING q/-,/,? FIRE Expedite?/ Y JN t0I :, I t-z....- AFS Checked by: • I . ·f-!azMat / APCD / Health / Forms/Fees Sent Rec'd ·Eni:ina Fire HazHealthAPCD K7-Z-..//IZ. PE&M k/2-1 ll ......... School " Sewer Stcirrra\l!/ater --:Special Inspection CFD: yr@ LandUse: Density: lrTJpArea: FY: Annex: - PFF: y ( N) Comments Date -Date Date Building 'i(/,;14 ,, 2.. Planning Engineering Fire -Z/.3o/cz. Need? Jl YJoAI (1",t-\t,{ / n Ir 5 n,e,e,o ' e>.oe,Q_ lt...,SN,#_.:no,.) SW l' l:JCV By &-1 ~ . ~ ;,_ • I r/ -1-61 it"l~ ~ Due? By y N y N y N y N y N y N y N y N Factor: Date ~one Moone ODone ODone ODone CJ Issued City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-27-2012 Plan Check Revision Permit No:PCR12107 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: RYAN HERNANDEZ 562-741-0704 Building Inspection Request Line (760) 602-2725 1960 KELLOGG AV CBAD PCR Lot#: 0 Construction Type: NEW Status: Applied: Entered By: 2120930100 $0.00 CB121578 Plan Approved: FLOREXPO: REVISION TO ELECTRIC Owner: JORKEN LLC 1960 KELLOGG AVE CARLSBAD CA 92008 Issued: Inspect Area: Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $107.50 $0.00 $0.00 Total Fees: $107.50 Inspector: Total Payments To Date: $107.50 Balance Due: FINAL APPROVAL Date: Clearance: ISSUED 11/21/2012 JMA 12/27/2012 12/27/2012 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul theirimp6sition. · You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwise exoired. ~ «1~ ·¥ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov k R · ·o/'l/? ..,,., -lo, r:,v.1.. /2, l S-1 g-P1an Chee evision No. L L;f<... \ t-Original Plan Check No. _W---'--U-=----_,_-=-----=--- Project Address \9J,O Ker c: o~<;. ~,) G--Date _________ _ Con~~~~:\1\~ , Ph ~oz') ~\-Dio,!, Email _____ _l~_~'C\C; '.$\)~ s~ ,--a, ( . . . . Fax ~bi) 3-':\ \ -O}f? Contact Address li ~'2..0 \se, ~~ General Scope of Work _________ ~------------------ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: - ~ Plans ~ Calculations D Soils "ti Energy D Other ___________ _ 2. Describe revisions in detail ( 3. List page(s) where each revision is shown· 4. List revised sheets that replace existin sheets · 5. Does this revision, in any way, alter the exterior of the project? D Yes [&f" No 6. Does.this revision add ANY new floor atea(s)? D Yes ~ No 7. Does this revision affect any fire related issues? -D Yes D No · 8. Is this a complete set? ~Yes )(~~ _ · ..@'.S'Signature -_ - . l 635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov wwW.carlsbadca.gov EsGil Corporation In (}!artnersfiip witli qovernment for (]JuiCaing Safety DATE: 11/29/12 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 12-1578 PCR12-107 PROJECT ADDRESS: 1964 Kellogg Ave PROJECT NAME: Florexpo -TI SET: I 0 6B,PLICANT .a"JURIS. 0 PLAN REVIEWER 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The r:,lans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified in the remarks below are resolved and checked by building department staff. · D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith .is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of ~he check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list-has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person ~ REMARKS: Applicant to add notes in red on sheet E-1.0. By: Doug Moody EsGil Corporation D GA D EJ D PC Enclosures: 11/26/12 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 J f I ~ City of Carlsbad 12-1578 PCR12-107 11/29/12 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION. AND PLAN CHECK FEE JURISDICTION: City of Carlsbad 107 PLAN CHECK NO.: 12-1578 PCR12- PREPARED BY: Doug Moody DATE: 11/29/12 BUILDING ADDRESS: 1964 Kellogg Ave BUILDING OCCUPANCY: S1 TYPE OF CONSTRUCTION: VB BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance • Plan Oleck Fee by Ordinance • Type of Review: D Complete Review . ORepetitive Fee ·,.. Repeats * Based on hourly rate Comments: D Other 0 Hourly EsGil Fee Reg. VALUE Mod. D Structural Only 11Hr.@ * =====-$-8=6=.o:o ($) $107.501 $86.001 Sheet 1 of 1 macvalue.doc + l . ··----·=·-.... ' PCR12107 1960 KELLOGGAV . . ·,• _ _:;' , . · .. ·'. FLOREXPO: REVISION TO ELECTRIC . · . · . . . . ,: .. . . . . . . -··--··~ -, ...... ~ ,_ ..... , ---...,.,.___ -~....:........-;..,'J.-..J;....,;...,~ ....... ,_,.,. __ .-.u... ............ ~~--~.......:.:.....--· --~-~-~,.: .... ,~--........, .:_,::. ... -· : .• i...~ -.'...,',. .. i...:--,,.4,...:_..·.:..-·---..,.,_ .... --:-.... ~~-.:.l·~-----·--· -. f J_. u/1-t l;~-~--f6 tb6-1'L-(CIBrz.\57~ i's AlY--~ . . of-E1..scn ( LA( PO:!. (-z.:-l 03) (_DI . t1J <t2' pt::R, ll /i-1 / rz .. "'" C! l'-rtj 5€'! 0:3 ,z,;ntf ~ Eseit.. -tJ we,,- . . . · rou+ ,,d w / 'f Cl'Z-rz. • 1 oz U{ 3vl ,-z--@ FC~ -lV~t*7't.Jc; thr t'ff~·~a:A e¾-Pae..c2,to3 . \,., ·( \· · ~l CB t z ~t n g.-cn,.--4 sd-· . '--' r, t '2-· r . · · 'J °'f'f~~"1 ~-n,~~~,"'~)-5u.~~ CZ::.~ · 6 o; \ , G \ :D) ~ f t. o · ~~ ~ Gt~ @-, f=>G(Lcrc:._ ~ c.,-r-J ",,<-K ~ 0,.)S\ \ .~ .. (.~,z_~l12--f:ri/';u tl L&SUE-P ClCV Flnallnsp, Approved Date By BUILDING tt)/ ·-· -L -n I,:µ,, t, 'L, . D,fl'tl PLANNING - ENGINEERING ~ FIRE Expedit'e7 y N AFS Checked by: ' Hazr,,1at APCD Health Forms/Fees Sent Rec'd · Due? By Encina y ~ Fire y ;,, HazHealthAPCD y N P'E&·M y N School· y N Sewer y N Stormwate~ y N Special Inspection y N CFO;. Y N LandUse: Density: lmpArea: FY: Annex: Factor: PFF: y N Comments Date Date Date Date Building Planning Engineering Fire Need? - ,...\.,_ ---kJr-4-t"o ~ \2· l 5,'lS d-«l'I' '~pone ' -/ CJDone CJ Done CJ Done · CJ Done SW CJ Issued ·:· .. :. ·.·. . ·; .. -: ·,,,,_\_ : • :, . ··1 . ·.,, ' .. -~-'. : . ·~ ~-' . . . ·. . :' .. ·: , .. 9ity of Carlsbad 1635 Far~day Av Carlsbad, CA 92008 11-05-2012 Pia.ti Check Revision Permit No:PCR12095 Building lnspec·tion Request Line (760) 602-2725 )ob Address: Permit Type: Parcel No: 1960 KELLOGG AV CSAD PCR Status: 1-ot#: O Applied: Valuation: 2120930100 $0.00 CB12-1578 CC?nstruction Type: 5B Entered By: Reference #: PC#:· .. · ProJect Title: Applicant, GLENN TODO, · .. 951 21'8-1197' FLOEXPO REVISE STAIRS Plan Cb'eck Revision Fee· Fire Expedited Plan Review Additional Fees Tota! Fee.s: Pian Approved: Issued: Inspect Area: Owner: JORKEN LLO -., 1960. KELLOGG AVE . CARLSBAD CA 92008 . ' ' $107.50 $0.00 $0.00 $1_07:50 . 13.~lanc~·Oue: FINAL APPROVAL. • ~ • • 0'• I ISSUED 10/26/2012 MDP 11/05/2012 11/05/2012 . . . . ......... ..l:nspector.: , __,.-~---......... Dc1te; ... -------Clearance: --~,...,,.-~ $0.00 .NOTICE: Please take NOTIC~ thl;lt approval of your project includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively · :referred lo as "fees/exactjons," You have 90 days fron:i the date this par(llii wq~ Issued to prote$l imposition of these fees/exactions. If you protest them, you must ·follow·the protest proc~dure~. setfo~h i~ Government Ci;,de Section 66020(aj, ·and iile the protest and any other required information with the City Manager for processing·in accor.danc(l wit~ C1;1rlsbad Municipal Code Section 3.32,030. Failure to tirnely follow that procedure will bar any subsequent legal aGtion to attack, reviei'I, set aside: void, or. ann·u1 their imposition, · · -You are hereby FURTHER·NOTIFfED that your righ!'to protest the specified fees/excictions DOES NOT APPLY to water and sewer coMection fees and capacity cti'ill)ge.s., nor planning, zpr,ing; grading or. o\her $imilar application.processing· orservice fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have br~viousli been ~iven a NOJ!CE similar. to ih'is/or as to which the statute of limitations has :ireviouslv othe1wise exoired. , ·, ,\ ~ ;•. , i; . :, ·.' ~· ·~ «~ ~ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov Plan Check Revision No. (Jc;,/L " ( 'L 't<" · Original Plan Check No. _1_2_-_1_5_7_8 ____ _ Project Address 1960 Kellogg Ave, Carlsbad, CA 92008 Date__,_,10=/,_2...,5/c..L1.-2 ____ _ Contact Glenn Todd Ph qst 'i\~-1 ll}7 Fax qoq 461-r,Lt.JZ. Email Jle\l\t"I ~±oc. e, <u;,'I\ S-!-nrcito~S-Crv'l.le-.S .. Go~ Contact Address t-z..c> G, ·?r,c..e st City PcmOOA. Zip C(I 7"7 General Scope of Work Mod,0tc.oihon Of.. e..x:,s i,~ s~...ee..l S+a.1r--X Original plans prepared by an architect or·engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Ix] Plans Ii] Calculations O Soils D Energy D Other ___________ _ 2. 3. 4. Describe revisions in detail List page(s) where List revised sheets each revision is that replace shown existinq sheets Fxistinn st~ir rP.visinn rlr~winns ~nrl r-~lr, d~tions S-1 SD-1 SD-2 -- 5. Does this revision, in anyway, alter the ~xterior of the project? 0 Yes liJ No 6. Does this revision add ANY new floor atea(sJ? D Yes Ii] No 7. Does this revision affect any fire related issues? D Yes Ii] No 8. CJ/,C--~-. · Yes D No ,gSignature-.QJ."""""'--+---"I'-------------------------- 1635 Faraday Avenue, Carlsba fb,: 7 60-602-2719 fax: 7 60-602-8558 ,Emait bui!ding@carlsbadca.gov www.carlsbadca.gov ,I.,, J; EsGU Corporation In (Partnersliip witli <jovernment for <Bui{aing Safety DATE: 11/2/12 D APPLICANT CJ JURIS. JURISDICTION: City of Carlsbad D PLAN REVIEWER D FILE PLAN CHECK NO.: 12-1578 PCR.12-95 PROJECT ADDRESS: 1964 Kellogg Ave PROJECT NAME: Florexpo -TI SET: I D D D D D The .plans transmitted herewith have been corrected where ne~essary and substantially comply with the jurisdiction's building codes. The plans. transmitted herewith will substantially comply with the jurisdiction's codes when n:iinor deficiencies identified below are resolved ~nd checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a-complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's ·copy of the che·ck list is enclosed for the jurisdictio·n to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. . . . EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date cont~cted: (by: ) Email: Fax#: Mail Telephone Fax In Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ D PC Enclosures: 1-0/26/12 9320 Chesapeake Drive, Suite 208 + San_Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 '' City of Carlsbad 12-1578 PCR12-95 11/2/12 PLAN REVIEW CORRECTION LIST . TENANilMPROVEMENTS PLAN CHECK NO.: 12-1578 PCR12-95 JURISDICTION: City of Carlsbad OCCUPANCY: S1 USE: Cold Storage TYPE OF CONSTRUCTION: VB ACTUAL AREA: 42917 ALLOWABLE FLOOR AREA: STORIES: 1 HEIGHT: SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 8/21/12 DATE INITIAL PLAN REVIEW COMPLETED: 11/2/12 -FOREWORD (PLEASE READ): · OCCUPANT LOAD: 85 DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/26/12 PLAN REVIEWER: Doug Moody This plan review is limited to the technical requirements contained in the California version of the International Building Code,· Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2010 CBC, which adopts the 2009 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. ,;, City of Carlsbad 12-1578 PCR12-95 11/2/12 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad 95 PLAN CHECK NO.: 12-1578 PCR12- PREPARED BY: Doug Moody· DATE: 11/2/12 BUILDING ADDRESS: 1964 Kellogg Ave BUILDING OCCUPANCY: S1 TYPE OF CONSTRUCTION: VB BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision Air Conditioning Fire Spr.inklers TOTAL VALUE . Jurisdi:;tion Code cb By Ordinance Bldg. Permt Fee by Ordnance· • Pla-n Oleck Fee by Ordinance • Type of Review: D Complete Review D Repetitive Fee ,. Repeats • Based on hourly rate Com·ments: D Other 0 Hourly EsQil Fee Reg. VALUE Mod. D Structural Only ., .. 1,Hr.@* :. =====$8=6=.o:o ($) $101.sol $86.ooJ Sheet 1 of 1 macvalue.doc + ,· ' . 1206 PRICE ST. POMONA, CA. 91767 PH# (909)469-6242 FAX# (909)469-6241 · E-MAIL gJenn@toddconstructionservices.com 10/24/12 To: GROUP MACKENZIE Architecture I Interior Design I Structµral Engineering RiverEast Center I Ste. 100 1515 SE Water Avenue Portland, OR 97214 T: 503.224.9560 I F: 503.228.1285 From: Glenn Todd, President; CEO Todd Construction Services Subject: Modification rework & repositioning of mezzanine stairs & landing Todd Construction has reviewed the drawings from AMFI dated 09.29.12 and Structural Calculations from Structural Concepts Engineering dated 10/8/12. Drawings are reviewed and acceptable only as to general conformity with the d~sign concept. Thank you, j)_-r~ Glenn Todd, President Todd Construction Services . ·!.:r(RlJ.CTtJR/\l ENGJNEEHS REVff:W . ' .NO E_XCEPTION TAKEN O B£SI.JBMfif MK!; QGJ'lB~TIOt'l.ij /\!OT:EO !Q NOT :REV1£Wffi GROUP MAC'!~NZlfS fli'VlEYJ lS 01\Jl'Y FD.fl CONFORMANCE Wff:H Ttlf DfSlGN C01·1Cl:PT 0~ THE Pfl.O)~'f M<O >0~ JNfc,,;MATJON (,!VEN IN THE STRUCTURAL _DOCUM~NT~, l'i9N.l:J0/WOm,~rni.ft nND ERRORS OE TEC TEQ Aflf NOTED A/,Y •::f· 1:•',·1,:11J H¾OM Pt,.t,NSNI ;JPfCFICATICNS 1\/0T CLfNll Y iliOTED 8Y "'.'HE C01fFP ,cro:. '·W,l NN p~~/>-1 il/;VlcWED. ~EVIE\//'SHALL t,o·: CONSTffUTE A G!J/·.-Jf'I.ViE (:},;;~\::{ 0F-MJ tl!ffAILED DIMENSIONS OR COUNT ;;esPONSl8'UTY fOFj Ai,Y l;~l'.~/Fl tJIW~JAifOH FROM CONTRACT REOUIREME:ns l'HIS K\;Vl&W [J(:)~® NOi !NCUJPE ENGINEERING CALCULATIONS OR REVIEW OF CQNTRAe.iQft'i'? ~N@IN!!~RIN()l CALCULATIONS· UNLESS EXPflESSL Y NOTED HEA!:Wl rH~ !m'illaN Qr-M~MBERS CONTAINED IN THIS SUBMITTAL IS THE RESPQ!'1$.l~l\Jl'V ©r TH$. PROFESSIONAL ENGINEER WHOSE PROFESSIONA~ ~TAM? A~P~liR.§ .ClN YMIS DAAWING. ... tructural Prqject Name : Kendall Floral Prqject Number : M-092112-3 Date : 10/08/12 I I ng1neer1ng 1200 N. Jefferson S-i-, Sui-re F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 e-mail: mail@sceinc.net Street Address : 1960 Kellogg Ave City/State : Carlsbad, CA 92008 Scope of Work : Landing $. Stairs _Ml:ZZ/,IULCV~I,_ ,b. o.D. t,. 4 y ·~· ~ ----------~ti~·--~--·---·----~~---··--··1 L{:~}··· ---,;L__ ,, A _ _._!J.,. ~-A :..,_._1 ,.._.. A~_A_,~ll .,. 6 ,1 4._.~•"l!,.,_,t_ __ '9, ~ f::.ll-, 6.~ b..'-D.. D.. t:. :. A =::=i 5fl!tr!N/JtX fl?Alvl/Nu PllW CONN!fC110N /?!f(A//,,5 5rAJR / RAil !JfrAJ/,,5 5-1 5/J-I 5/J-2 ~ruct.urzJ-t?,;10/1 P,,-,.,,,1.u, Note; & ~peciflcsUon; 1., ((I.."° :-c~oc.,ir(f'luL1itUi,\1U't\: ;'!.} ~e'l<fl1.': !1.:•14\tfllcru. , _ ,. ·~ "-,.-IJ11.~ .. 0/1'1'•,f<t· I.CN.fr-l.'i!ICi f-1~ ... ICY.J8 !'-..!, .. 0,'1l,I l, .. 1,0 r .. ~ . .-. ,·.1c (l~S': r. "ei-.r1,Vcs1.,1C,fat11 tJ, OlCIF .. 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LICENSE # BOCB45 L ..... CITY F°ABRi'CATCR # :aoao tl949 BU01¢CYE BTIIICCT, CHt•1t,, CA"9 171 0 PH0Hlel 1 •a6e·930•/'•tE:zz D.._T£: 09,29, 1 2 h,,--.,,---~-'--------+,....~----~---------h,....,-,--------------lh,."""'-,---------+.,,...."""-------,---------;owo. #: NIA SD-1 KENDELL F°LDRAL, LLC 1960 KELLOGS AVE, CARLSBAD, CA 9:3008 11 ].,.1iaru5e17 12 l OCAM fO COL-UMN COf~N. tJ~fAIL-l 1:? JB~AM fO JOISf CONN, IJ[1'All-14 ]NOfLISW 17 l ANCHORIJUAIL--HUI fZ OR/1.WN ev: RCBE:RT A0RACEWIC% ~ • \JI '' ~ ~ s::-. "'<I .~ ~ 7G 1:5 s SI ~ ~ . ~ ~ • 1 I 0 • ? cl' z • m 0 I N g;;~ ~-~5 m71-P >Ar 9::~ no• ,. @ ~ ID I.If • > r O<r grin caoop r--<) I" ; 'I .\ I -I . ~ I rn ' i :-> . ~! . R~ ~ ~~ I ~~~ ls;~ f.~ zZ~ """' ;;:!!" z= -z I r-1·: ~~=-~I:'\ :if~ ~~2 :;,.~ ~-n -..;;;; % ~,. a 8~~ ~ ~ g I' =;:l~7'J n m z "". ~~~ zmf > _!,ID ;.v. ~~~ ~ ~ '.! ~---· ~~z a ;; i ~ g.;': ~,~ ~i8 I ;!t~ Z=.~ ~ z: ~~~ ~~ " g ~ \\l iS\'5 ~ij g f:~ 'Cl -~ ~-C: ~:§ ~ ~~~ ~i '~ Q" = =' i --,. Z= ~~ .,. 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Project: KENDALL FLORAL Design Specifications Configuration: STAIR LANDING 4'-0" x 8'-01" 1) Toe analysis presented herein conforms to the requirements of the 2010 CBC 2) Column steel minimum yield Fy= 46000 psi Beam steel minimum yield Fy= 50000 psi Brace steel minimum yield Fy= 36000 psi Other steel minimum yield Fy= 36000 psi 3) Bolts.shall conform to Grade 5 unless noted.otherwise on the plans or calculations. 4) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. Installer must provide any special inspection as called out on plans or calculations, or as required bythe ICC report indicated herein. 5) All welds shall conform to AWS procedures, utilizing E?0xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 6) The slab is 6" thick with minJmum 2500 psi compressive strength. Soil bearing capacity is 1000 psf. Design Loads Occupancy Load LL= 100.0 psf Framing Dead Load Flooring= 6.0 psf Joist= 3.0 psf Beam= 3.0 psf Misc= 3.0 psf DL= 15.0 psf Ss= 1.178 Sl= '0.445 Fa= 1.029 Fv= 1.555 Sos= 0.808 S01= 0.461 Access Platform Only. No storage allowed Seismic Design Criteria R::; 3.500 Importance factor, Ip= 1.000 Seismic Coeff, Cs= 0.2309 Seismic Design Cqtegory= D Seismic Design Method= ASD Frame Type=_ Steel OMRF age o :J-_ Project J:t: H--092112-3 St~!ural . " Voncepts ~ Engineering ' =,.,...:._,;,'if!,J.J. 1200 N. Jefferson, ste, Ste F Anaheim, CA 92807 Te~ 714.632.7330 Fax:_714.632.7763 By: AA Summa_ry of Components Beam to Column Conn~ction Project: KENDALL f-'LORAL Configuration: STAIR LAIIIDING 4'-0" x 8'-01" Joist Beam Column 114.0 in Base Plate Conceptual ·Elevation !jip~cifications Live Load= 100 psf Dead Load= 15 psf Top Qf Deck= 114.0 in Column Fy= 46,000 psi Beam Fy= 50,000 psi Brace Fy= 36,000 psi Base Plate Fy= 36,000 psi I~em Column Slab &Soil Corner Base Plate Seismic Design Criteria Ss= 1.178 51= 0.445 Fa= 1.029 Fv= 1.555 Sos= 0.808 S01= 0.461 R= 3.500 Importance factor, Ip= 1.000 Seismic Coeff, Cs= 0.231 Seismic Design Category= D Seismic Design Method= ASD Frame Type= Steel OMRF Summary of Compone~ts. Component TS4x4x3/-16 6 in x 2500 psi Slab with 1000 psf soil at grade, or better. Design by others 8 in X 8 in X 0.5 in thick (Offset Column) Anchor (3) 0.5 in diam x 3.25 in embedment HILT! KWIKBOLTTZ wedge anchors per base with inspection Joist to Beam Conn PL6x7x1/4 with (2) 0.75 in. diam Grade 5 bolt (bolt spacing 3"c.c. & 1.5" ~dge to center Typ or better)" Beam to Coiumn Conn PL6x6x1/4 with ( 4) 0.75 in diam Grade 5 bolt Joist W8x-10 Beam W10x12 Floor Deck 1-1/2" x 20 ga B deckw/ 3/4" Plywood attach w/#12 Tek@ 6" & 12" o.c. Pag~) ot rJ<7} Project#: M--092112-3 .S-i-~ural · ,., Voncepts ~it? Engineering ,;:--''!'jiJj/y 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Project: KENDALL FLORAL Project 1:f: M--092112-3 Seismic Forces Configuration:·STAIR LANDING 4'-0" x 8'-01" Per ASCE 7-05 Sec 12.8.1 Ss= 1.178 51= 0.445 V= Cs*W/1.4 Cs= S05*I/R Sos= Fa * Ss * (2/3) = 0.8081 Cs= Sos* I/R = 0.2309 ASD Level Base Shear=Cs= [Sos* I/Rj/1.4 = 0.1649 Frame Loads Column Tributary Area V= 0.1649 * 40 psf = 6.60 psf Column Area-corner=Ac= (4 ft* 8 ft)/4 (landing)+ (3 ft/2 * 14.92 ft/2) (stairs) Base Fixity= Pinned Base Vcol-p= 127 lb Vcol-c= 127 lb H (TOD)= 114.0 in hi= 106.8 in M= Vcol * hi Column Type Trib Area Corner 19 ft"2 = 19 ftA2 Vcol ) H h1 Summary of Column Loads Vcol DL phi=LL Reduction= 127Ib 288Ib 1.0 PageC\- M Fa= 1.029 Fv= 1.555 Sos= 0.808 501= 0.461 Importance factor, Ip= 1.000 R= 3,500 Ip= 1.0 DL= 15 psf LL= 100 psf LL seismic contribution, phi= 0.25 Seismic Wgt='fv= (DL +LL *phi) = 40.00 psf Elevation (Pinned Base) LL*phi M Pseismic 1,920 lb 13,557 in-lb 2,845 lb " Title Block Line 1 You can'change th1s area using the "Settings" menu item and then' using the "Printing & Title Block" selection. Title Block Line 6 Description : JOIST (4 FT LONG) Calculations per AISG 360-05, ASCE 7-05 Load Combination Set : 2006 IBC & ASCE 1-05 < M!!Wial'.'Pr6p~rti~if' .. -_ --: · _ --. '.\ /: ( -, Analysis Method : Allowable Stress Design Beam Bracing : Beam bracing is defined as a set spacing ov.3r all spans Bending.Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 lJnijnu;eci1.:etlgths :---_-. : , '; ·.. ::-:. < ! First Brace starts at 4.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 4.0 ft Title: Engineer: Project Desc.: Fy : Steel Yield ; E: Modulus: Job# Pnnted: 8 OCT 2012. 6·28PJ,l ·· allr1cirai.iu;oe211z:tei:6,:: .. :~!1:Z:7:,24;\i;r:,611-?'.8:'31, :'. 50.0 ksi 29,000.0 ksi Span=4.0ft W8x10 Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.10 ksf, Tributary Width= 4.0 ft __ DES!~N:$tJMMAR,'{.-,-~·~.--_:_·--·: ,_, M __ ; _____ ,M' •• :_ / __ '., -· ,_,. __ •• Maximum Bending Stress Ratio = 0.042: 1 . ).jfaximLfrn .. sfiei:fr·-sfress. Ratio ; ~ection used for this span W8x10 Mu : Applied 0.920 k-ft Mn / Omega : Allowable 21.870 k-ft Load Combination +D+L +H Location of maximum on span 2.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection --~ . 0.003 in Ratio= 0.000 in Ratio= 0.003 in Ratio= 0.000 in Ratio= _ -Ma~d.ni'µij, F9tc~~ &:~fr~is_~'for .\:,6~i:1,..Q9mbin~~tf Q'ri~·. Max Stress Ratios Section used for this span Vu: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 18,460 0 <360 16053 0 <240 Summary of Moment Values Load Combination Segment Length Span# M V Mmax+ Mmax -Ma -Max Mnx Mnx/Omega Cb Rm +D Dsgn. L = 4.00 ft 0.005 0.004 0.12 0,12. 36.52 21.87 1.14 1.00 +O+l,.+H Dsgn. L = 4.00 ft 0.042 0.034 0.92 0.92 36.52 21.87 1.14 1.00 +0+0.750Lr+0.750L +H Dsgn. L= 4.00 ft 0.033 0.027 C.72 0:72 36.52 21.87 1.14 1.00 +D+0.750L +0.750S+H Dsgn. L = 4.00ft 0.033 0.027 0.72 0.72 36.52 21.87 1.14 1.00 +D+0.750Lr+0.750L +0.750W+H Dsgn. L= 4.00ft 0.033 0.027 0.72 0.72 36.52 21.87 1.14 1.00 +D+0.750L+0.750S+0.750W+H Dsgn. L = 4.00 ft 0.033 0.027 0.72 0.72 36.52 21.87 1.14 1.00 +0+0.750Lr+0.750L +0.5250E+H Dsgn. L= 4.00 ft 0.033 0.027 0.72 0.72 36.52 21.87 1.14 1.00 +0+0.750L +O, 750S+0.5250E+H Dsgn. L = 4.00ft 1 0.033 0.027 0.72 0.72 36.52 21.87 1.14 1.00 ·.ov~ra,H .r,foki!11ijm p~f!~ttiqfis ~ Onta~9r~~ -~<?~~s ·: : .> -~ -·:_,, ~ Design OK ---o:C>34·:·f·---· W8x10 0.920 k 26.826 k +D+L+H 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.12 40.24 26.83 0.92 40.24 26.83 0.72 40.24 26.83 0.72 40.24 26.83 0.72 40.24 26.83 0.72 40.24 26.83 0.72 40.24 26.83 0.72 40.24 26.83 Load Combination Span Max."-" Deft location in Span Load Combination Max."+" Deft Location in Span D+L 1 0.0030 2.020 o/vf ~ 0.0000 0.000 Title Block Line 1 You t:an change this area using t~e "Settings" menu item .. and then using the "Printing & Title Block" selection. Title Block Line 6 Description : JOIST (4 FT LONG) Load Combination Overall MAXimum DOnly L·Only D+l Support 1 0.920 0.120 0.800 0.920 Support2 0.920 0.120 0.800 0.920 Title: Engineer: Project Desc.: Support notation : Far left is #1 Job# Values in KIPS Title Block Line 1 You c'an' change this area using th~ "Settings!' menu item ~ and then using the "Printing & Title Block" selection. Title Block Line 6 BEAM 8 FT LONG > -,· Calculations per AISC 360-05, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 :M~t~ri~i'Pr'.operties· ::.s ,:, . -:, .: ·;;·-:,:· .. :: . Title: Job# Engineer: Project Desc.: Analysis Method : Allowable Stress Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination ;2006 IBC & ASCE 7-05 Uhbra~~c(Lehgth~ ··.· ·:•. ·.: .. , -:: . First Brace starts at 4.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 4.0 ft Span= 8.0 ft W10x12 Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.10 ksf. Tributary Width= 2.0 ft ·.D~$l(;N _SUMMARY · ____ .. -···· . ·.. . __ ... __ Maximum Bending Stress Ratio = . '-·--o.os§ :T .... -Maximum-Shear sfress·Rah6' =. ·-.. Section used for this span Mu: Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span #·where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection .. .. W10x12 Section used for this span 1.840 k-ft Vu : Applied 31.207 k-ft Vn/Omega : Allowable +D+~+H 4.000ft Span# 1 0.012 in 0.000 in 0.014 in b.000 in Ratio= Ratio= Ratio= Ratio= Load Combination Location of maximum on span Span # where maximum occurs 8,061 0 <360 7010 0 <240 M~#mµm'. For.~~$ & ~ires~$ fpr~q~g, Go.rn:t~inati_qn~\; Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Rm +D Dsgn. L= 4.00 ft 0.008 0,003 0:24 0.24 52.12 31.21 1.30 1.00 Dsgn: L = 4.00ft 0.008 0.003 0.24 0.24 52.12 31.21 1.30 1.00 +D+L+H Dsgn. L= 4.00ft 0.059 0.025 1.84 1.84 52.12 31.21 1.30 1.00 Dsgn. L.= 4.00ft 0.059 0.025 1.84 1.84 52.12 31.21 1.30 1.00 +D+O. 750Lr+O, 750L +H Dsgn. L = 4.00 ft 0.046 0.019 1.44 1.44 52.12 31.21 1.30 1.00 Dsgn. L= 4.00 ft 0.046 0.019 1.44 1.44 52.12 31.21 1.30 1.00 +D+0.750L +0.750S+H Dsgn. L = 4.00ft 0.046 0.019 144 1.44 52.12 31.21 1.30 1.00 Dsgn. L= 4.00 ft 0.046 0.019 1.44 1.44 52.12 31.21 1.30 1.00 +D+0.750Lr+0.750L +0.750W+H Qsgn. L = 4,00ft 0.046 0.019 1.44 1.44 52.12 31.21 1.30· 1.00 Dsgn. L = .4.00 ft 0.046 0.019 1.44 1.44 52.12 31.21 1.30 1.00 +D+0.750L +0.750S+0.750W+H Dsgn. L = 4.00 ft 0.046 0.019 1.44 1.44 52,12 31.21 1.30 1.00 Dsgn. L= 4.00ft 0.046 0.019 1.44 1.44 52.12 31.21 1.30 1.00. +D+0.750lr+0.750L +0.5250E+H Dsgn, L = 4.00 ft 0,046 0.019 1.44 ~1.44 52.12 31.21 1:30 1.00 Dsgn. L= 4.00 ft 0.046 0.019 1.44 to 1.44 52.12 31.21 1.30 1.00 +D+0.750L +0.750S+0.5250E+H .. Design OK · 0.025: 1 W10x12 0.920 k 37.506 k +D+L+H 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.12 56.26 37,51 0.12 56.26 37.51 0.92 56.26 37.51 0.92 56.26 37.51 0,72 56.26 37.51 0.72 56.26 37.51 0.72 56,26 37.51 0.72 56.26 37.51 0.72 56.26 37.51 ·0.12 56.26 37.51 0.7.2 56.26 37.51 0.72 56.26 37.51 0.72 56.26 37.51 0.72 56.26 37.51 TitleBlock Line 1 Yo1:1 c'an change'this area using the "Settings" menu item and tnen using the "Printing & Title Block" selection. Title Block Lihe 6 bescription : BEAM 8 FT LONG Load Combination Max Stress Ratios Segment Length Span# M V Mmax + Mmax - Dsgn. L = 4.00 ft 1 0.046 0.019 1.44 Dsgn. L = 4.00 ft 1 0.046 0.019 1.44 · 9¥er~,n~fa~inium t:>~tiei;tion~·;;,':(Jnf~¢t9rM£9~tjf:'.--: ,,< · ·:r: ~-\ Load Combination Span Max. '-' Deft Location in Span D+L 1 0.0137 4.040 Title: Job# Engineer: Project Desc.: ?rintec: 8 CCT 2012. 6:28AM Summary of Moment Values Summary of Shear Values Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 1.44 52.12 31.21 1.30 1.00 0.72 56.26 37.51 1.44 52.12 31.21 1.30 1.00 0.72 56.26 37.51 Load Combination Max. "+" Deft Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Overall MAXimum 0.920 D Only 0.120 L Only 0.800 D+L 0.920 Support2 0.920 0.120 0.800 0.920 Title Block Line 1 You can· change mis area using the "Settings" menu item and theri using the "Printing & ~ Title Block" selection. Title: Job# Engineer: Project Desc.: Title Block Line 6 Printed: 80CT 2012. 6:28AM I, II: • Description : BEAM 4 FT LONG CARRYING STRINGER REACTIO.NS Calculations per AISC 360-05, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 . M~teriat Ptqpe'rtf!:}? -. ·: ., · · ... , . Analysis Method : Allowable Stress Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 .Unbr~ced.'tengt~~: . . .. First Brace starts at 4.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 4.0 ft L(1.46) D(0.03) L(0.2) Span =4.0 ft W10x12 Fy : Steel Yield : E: Modulus: L(1.46) 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Uniform Load:. D = 0.0150, L = 0.10 ksf, Tributary-Width= 2.0 ft Point Load : L = 1.460 k (@. 0.50 ft Point Load : L = 1.460 k @, 3.50 ft "J5ESIGN·suMMARY.' Maximum Bending Stress Raffo· = Section used for this span Mu: Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection ... . ----· -. -. ---------···· ___ ,._,_ .,, 0.040: 1 W10x12 1.190 k-ft 29.953k-ft +D+L+H 2.000ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn/Omega : Allo~able Load Combination Location of maximum on span Span# where maximum occurs 0.002 in Ratio= 0.000 in Ratio= 0.002 in Ratio= 0.000 in Ratio;:: 20,497 0 <360 19565 0 <240 ------·-__ .., -----------·--·--· . -. ---•• •• •• ~ •• -r • • . IV!axini~m-Forces &:$tr~$s~~ to·r L;gad (;9mbin~Hcin~- Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mm<!Omega Cb +D Dsgn. L = 4.00ft 0.002 0.002 0.06 0.06 52.12 31.21 1.14 +D+l-+H Dsgn. L = 4.00 ft 0.040 0.051 1.19 1.19 50.02 29.95 1.05 +D+0.750Lr+0.750L-+H Dsgn. L = 4.00ft 0.030 0.039 0.91 0.91 50.07 29.98 1.05 +D+0.7-50L+0.750S-+H . Dsgn. L= 4.00 ft 0.030 0.039 0.91 0.91 50.07 29.98 1.05 +D+0.750Lr+0.750L +0.750W-+H Dsgn. L= 4.00ft 0.030 0.039 0.91 0.91 50.07 29.98 1.05 +D+0.750L +0.750S+0.750W-+H bsgn. L= 4.00 ft 0.030 0.039 0.91 0.91 50.07 29.98 1.05 +D+0.750Lr+0.750L +0.5250E-+H Dsgn. L= 4.00 ft 0.030 0.039 0.91 0.91 50.07 29.98 1.05 +D+0.750L +0.750S+0.5250E-+H Dsgn. L= 4.00 ft 0.030 0.039 0.91 0.91 29.98 1.05 . 6ver<!II M~#111µm, pefle~tign~ r:U,nf~¢or$cl< Lo'~c!~ · · :_ \ • Load Combination Span Max. "-" befl Location in ·span D+L 0.0025 2.020 Rm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . Design OK' 0.051 : 1 W10x12 1.920 k 37.506 k +D+L+H 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.06 56.26 37.51 1.92 56.26 37.51 1.46 56.26 37.51 1.46 56.26 37.51 1.46 56.26 37.51 1.46 56.26 37.51 1.46 56.26 37.51 1.46 56.26 37.51 Max. "+" Deft Location in Span 0.0000 0.000 Title Block Line 1 You ,can change this area using the 'Settings" menu item and thEln using the "Printing & " Title Block" selection. Title Block Line 6 .. ,.: .. Description : BEAM 4 FT LONG CARRYING STRINGER REACTIONS Load Combination Support 1 Support 2 Overall MAXimum 1.920 1.920 D Only 0.060 0.060 L Only 1.860 1.860 D+l 1.920 1.920 Title: Engineer: ' Project Desc.: Support notation : Far left is #1 Job# ?r:nteG: 8 OCT 2012. 8:28AM ., iialc 'dafa,filiis1kendal1.floraf'(l}-()'921·12'3.ec6· · •. ·.,:t~B.3:fZ9.1Ji,B~i!d:6i12;t21:Y$.t!§J2,B.~1:.: '.: Values in KIPS .St~tural 0 • Vancepts ~ Engineering "'""'".:.t.~:?:;.: 1200 N. Jefferson Ste, Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Project: K_ENDALL FLORAL Framing Connection Configuration: STAIR LANDING 4'-0" x 8'-01" Joist to Beam Connection Check typical a!tachment of joist to beam per 9th Edition AISI ASD Manual, pg 4-1 to 4-6 Joist·Lengt=L= 4.00 ft Trib Width=T= 4.00 ft Bolt Diam= 0.750 in # Bolt=N= 2 Fv= 21,000 psi Fu-steel= 58,000 psi t-tnin= 0.188 in Check·Single Angle Connection See AISI ASD 4-83 Angle= PL6x7xl/4 Pafow= C * rv n= 2 C= 1.02 DL= 15 psf LL= 100 psf w= (DL+LL)*T = 460 lb/ft Shear Capacity= Bolt Area * N * Fv = 18,555 lb 5% OK Bearing Capacity= Bolt Diam * t-min * Fu * 1.2 * N = 19,575 lb 5% OK p 0 0 Shear= w*L/2 = 920 lb rv= 9,278 lb P= 920 lb (allowable capac;ity per bolt) Pallow= 9,463 lb OK e= 5.00 in P*e= 4,600 in-lb (2) Bolt Joist Connection Sangle= [tp*dA2/6] -[bA2*n*(nA2-1)*(tp*(bolt diam+ 0.125)]/(6d) = 1.172 inA3 Bolt Diam= 0.750 in tp=Angle Thickness= 0.250 in d=Angle Vert. Dim= 6.00 in b=Fastener Vert Spcg= 3.00 in n=# fasteners= 2 Mcap= Splate * 0.6 * 36 ksi = 25,313 in-lb OK Beam to Column Connection Check typical attachment of beam to column per 9th Edition AISI ASD Manual, pg 4-1 to 4-6 Beam Lengt=L= 8.00 ft Trib Width=T= 2.00 ft Bolt Diam= 0.750 in # Bolt=N= 4 Fv= 21,000 psi Fu-steel= 58,000 psi t-min= 0.188 in DL= 15 psf LL= 100 psf w= (DL+LL)*T = 230 lb/ft Shear Capacity= Bolt Area * N * Fv = 37,110 lb 2% OK Bearin9 Capacity= Bolt Diam * t-min * Fu * 1.2 * N = 39,150 lb 2% OK I\ of ~?J Shear= w*L/2 = 920 lb Project l:I: M-092112-3 Structural .. Concepts ~nglneerlng . + 1200 N. Jelfe.-Son 5'e, Ste F Aaahelm, CA 9:28'77 Tel, 7'4.632,7330 Fm<c 714-632.7763 By: Project: KENDALL FLORAL Project 1:1: M-092112-3 "B" Deck & Diaphragm Capacity Static Loads Double span condition, 1' wide trib width typical Deck Type= 20 ga B Deck Deck Span=Ld= 4.0 ft Fy=-38,000 psi DL= 15.0 psf LL= 100.0 psf Bending Capacity Mpos= Mneq= Deflection. Capacity 0.07 * w * Ld/\2= 0.125 * w * Ld/\2= Deft= 0.0092 * w * (Ld)A4/(E*I) = 0.07 in Diaphragm Forces Deck Type= 20 ga B Deck Diaphragm Fp= 0.4 * Sds * Ip * 40 psf/1.4 = 9.24 psf Rn= Fp * B * L/2 = 1481b Vn= Re/B = 37.0 lb/ft Max Diaph Shear= 37.0 lb/ft Trib Width= 1.0 ft w=(DL+LL)*Trib width= 115.0 lb/ft Ix= 0.220 in/\4 Spos= 0.235 inA3_ Sneg= 0.246 in/\3 t:=Ld~ w lllllliillll\lllll~lllllllilllilill~lilllli\11111 1,546 in-lb 2,760 in-lb Mallow=0.6*Fy*Spos= 5,358 in-lb Mallow=0.6*Fy*Sneg= 5,609 in-lb OK OK Span=L= 8.00 ft B= 4.00 ft Sds= 0.808 Deft-allow= Ld/360 = 0.14 in I= 1.000 W=(LL/4+DL) 40.00 psf Re= Fp * B * L/2 = 148 lb Ve= Re/L = 18.5 lb/ft Allowable Shear= 341.0 lb/ft OK ICC ER 3056 Page yz_ of p;:? Vn OK N L-Ji Rn Diaphragm Forces S-i-~tural · , Vancepts ~~-epE .. ~\~S:• · ngineering -~,~-1200 N . ...Jefferson Ste. Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Column Section loads Section= TS4x4x3/16 Area= 2.77 in"2 Ix= 6.59 in"4 Sx= 3.30 in"3 rx= 1.54 in Pmax= 2,208 lb Project: KENDALL FLORAL Configuration: STAIR LANDING 4'·0" x 8'·01" Iy= 6.59 in"4 Sy= 3.30 in"3 ry= 1.54 in· Stress Increase= 1.33 Mmax= 13,557 in-lb = 1.13 ft-kip Page ''1 of ~? i=y= 46,000 psi Kx= 1.5 Ky= 1.5 Lx= 114in Ly= 114 in Cm= 1.00 Project #: M-092112-3 D Title Block Line 1 Title: Job# · Yo~ can change this area using the "Settings" menu item and tnen using the "Printing & Title Block" selection. Engineer: Project Desc.: Title Block Line 6 Description : COLUMN Calculations per AISC 360-05, A$CE 7-05 Load Combinations Used: 2006 IBC & ASCE 7-05 · 'Ger\:f3rafl,hf9rin~ti9~ : . , .. .>-, . : ;~ ,· ;·, Steel Section Name : Analysis Method : TS4x4x3/16 Allowable Stress Printed: 8 OST 2012. 6:28AM · llie-iiaan floral m-0921.12:3,ecs: '., ., . ,)Bµild;~~17-7,24;)Mii?.8.~(. : ·=• Overall Column Height 9.50 ft Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 46.0 ksi 29,000.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus Load Combination : 2006 IBC & ASCE 7-05 X-X (width) axis : Unbraced Length for X-X Axis buckling= 9.50 ft, K = 1.50 Y-Y (depth) axis :Unbraced Length for X-XAxis buckling= 9.50 ft, K = 1.50 ' ._.-. ,, ,·". App1ie~~ Loads· -,, '. ' , ' i ~., .\·' ', ' Column self weight included: 95.388 lbs~ Dead Load Factor AXIAL LOADS ... Axial Load at·9.50 ft, D = 0.2880, L = 1.920, E = 2.850 k BENDING LOADS ... Moment acting about X-X axis, E = 1. 1'30 k-ft > 'f)E$IGNSUM_M.AR-'(.'. .. . '• .- Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Loaa Combination Location of max.above base At maximum location values are ... Pa :Axial Pn / Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Qmega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location-of max.above base At maximum location values are ... Va: Applied Vn /Omega: Allowable \o~g,Coinbi11~tfoo]~$s4lfs .:.-_:, '' "':/, ::-,. ' .-,-, ,( ~.:\,~ 0.1180 : 1 +D+0.70E+H 8.862 ft 2.378 k 33,208 k 0.7379 k-ft 8.975 k-ft 0.0 k-ft 8.975 k-ft 0.004152 : 1 +D+0.70E+H 0.0 ft 0.08326 k 20.052 k Service loads entered. Load Factors wil! be applied for calculations. Maximum SERVICE Load Reactions .. Top along X-X 0.0 k Bottom along X-X 0.0 k TopalongY-Y 0.1189 k Bottom along Y-Y 0.1189 k Maximum SERVICE Load Deflections ... Along Y-Y 0.05861 in at 5.483ft above base for load combination : E Only Along X-X 0.0 in at 0.0ft above base for load combination : Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination +D +D+L+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.70E+H +D+0.750Lr+0.750L +0.750W+H +D+0.750L +0.750S+0.750W+H +D+O. 750Lr+O. 750L +0.5250E+H +D+0.750L +0.750S+0.5250E+H +0.60D+0.70E+H M.~~iri1.l!m-:RE:i~cti9os ~ :~nfac.t9r~a Load Combination DOnly LOnly EOnly Stress Ratio Status Location · 0.012 PASS 0.00 ft 0.069 PASS 0.00 ft 0.055 PASS 0.00 ft 0.055 PASS 0.00 ft 0.118 PASS 8.86ft 0.055 PASS 0.00 ft 0.055 PASS 0.00 ft 0.112 PASS 8.86 ft 0.112 PASS 8.86ft 0.116 PASS 8.86ft · X-X Axis Reaction @Base @Top k k k Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.004 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.004 PASS 0.00 ft Note: Only non-zero reactions are listed. Y-Y Axis Reaction Axial Reaction @Base @Base @Top -0.119 k k -0.119 k 0.383 k 1.920 k 2.850 k Title Block Line 1 You can change,this area using the "Settings" menu item apd th~m using the 'Printing & ., Title Block" selection. Title Block Line 6 Description : COLUMN X-X Axis Reaction Load Combination @Base @Top D+L D+E D+L+E Load Combination D0nly L0nly E0nly D+L D+E D+L+E $t~_el Sectiqn_·f>r9p~rtie$ D_epth = Web Thick = Flange Width = Flange Thick Area = Weight = Ycg 5, 0 o· -i· Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in . T~4~4x~/15 .. :·: •., 4.000 in I xx 0.000 in Sxx 4.000 in Rxx 0.188 in 2.770 jnA2 I yy 10.041 plf S YY. Ryy 0.000 in . 4,00i_n_ Distance :-;-_:' X 0.000 ft 0.000ft 0.000ft 0.000 ft a.boo ft 0.000ft = = = = = = k k k Title: Engineer: Project Desc.: Y-Y Axis Reaction @Base @Top k -0.119 -0.119 k -0.119 -0.119 k Max. Y -Y Deflection 0.000 in 0.000 in 0.059 in 0.000 in 0.059 in 0,059 in 6.59 jnA4 3.30 inA3 1.540 in 6.590 inA4 3.3QQ inA3 1.540 in Distance 0.000 ft 0.000 ft 5.483 ft O.OQO ft 5.483 ft 5.483 ft J Job# Note: Only non-zero reactions are listed. M'll'Loads ~! t: ,._hl.i Axial Reaction @Base 2.303 k 3.233 k 5.153 k Loads are lotaf entered value. Arrows do not reflect absolute direction ,Str~tural ' , ;Uon'i29ts ~ Cngineering ~ 1200 N. Jefferson Ste,Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: KENDALL FLORAL M= 13,557 in-lb V= 920 lb d= 4.0 in Seismic Shear per boltC=M/d= 3,389 lb Q=3 Bolt Diam= 0.750 in # Bolt in shear =N= 2 Fv= 21,000 psi Fu-steel= 58,000 psi t-min= 0.188 in Shear capacity= Bolt Area* N * Fv * 1.33/n = 8,226 lb Bearing Capacity= Bolt Diam * t-min * 1.2 * Fu * 1.33/Q = 8,678 lb Static Shear per bolt=V/(N*2)= 230 lb Total Shear per bolt= 3,619 lb Allowable Load= 8,226 lb OK Check Clip Bending Clip= PL6x6x1/4 Clip Sx= 1.500 in"3 Fy= 36,000 psi Fb= 0.6 * Fy = 21,600 psi fb= M/Sx = 9,038 psi (fb/Fb)/Q= (9038 psi/21600 psi)*4/1.33 = 0.94 <= 1.0, OK Project #: M-092112-3 V 0 0 C ) 0 0 M .St~tural, ,. ;_ l;., oncepts ·5::fiAo/ Engineering -'·"'-,-:;;_"i;J;?' 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Project: KENDALL FLORAL Base Pla~e (Corner Column) Configuration: STAIR LANDING 4'-0" x 8'-01" Section Width=W = 8.00 in Depth=P = 8.00 in Column Width=b = 4.00 in L = 3.75 in Plate Thickness=t = 0.500 in Bolt Edge Dist=e= 1.00 in a= 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 3 Down Aisle Loads ·P = 2,208 lb Axial Bearing stress=fa = P/A = P/(D*W) = 35 psi Moment Stress=fb = M/S = 6*Mb/[(D*BA2J = o.o psi Moment Stress=fbl = fb-fb2 = 0.0 psi Anchor M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L" 2 = o in-lb s-plate = (l)(tA2)/6 = 0.042 inA3/in fb/Fb = Mtotal/[(S-plate)(Fb)] 0.22 OK Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -662 lb No Tension Check (3) HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per I.C.C. #ESR 1917. Phi= 1 Pullout Capacity=Tcap= 2,386 lb Shear Capacity=Vcap= 2,839 lb Tcap*Phi*Spcg= 2,386 lb Vcap*Phi*Spcg= 2,839 lb Fy :;: 36,000 psi Mb= 0 in-lb Page \ Ml= wLA2/2= fa*LA2/2 = 243 in-lb Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fbl *L A2)/2 = 0 in-lb Mtotal = Ml+M2+M3 = 243 in-lb/in Fb = 0.75*Fy*1.0 = 27,000 psi Tallow= 2,386 lb Anchor Diameter= 0.500 in Anchor Embed= 3.25 in Spcg Reduction= 1.00 Vcol= 127 .lb Shear per Bolt= 42 lb Anchor Tension= O lb O.D15 Project f:i: M-092112-3 p Mb b I-L ---w D 0 0 0 OK <= 1.0 OK S-i-~ural · .,.. ]Vancep-rs ~ Engineering . . -~ 1200 N . .Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Project: KENDALL FLOl<.,A.L Slab on Grade (Corner Column) Loads Puncture Slab Bending L SLAB ELEVATION Base Plate B= 8.00 in D= 8.00 in P-DL= 288 lb a Pu= 1.2*PDL + 1.6*PLL = 71969 lb Apunct= [(c+t)+(e+t)]*2*t = 336 in"2 Asoil= (Ps*144)/(fsoil) = 728 in"2 X= (L-y)/2 = 3.5 in Fb= 5*(phi)*(fc)"0.5/1.7 = 95.59 psi fb/Fb= M/(S-slab*Fb) = 0.10 Configuration: STAIR LANDING 4'-0" x 8'-01" <= 10K width=a= 4.00 in depth=b= 4.00 in P-LL= 4,765 lb Static LL + Psei'smic L= (Asoil)"0.5 = 26.97 in M= w*x"2/2 = (fsoil*x"2)/(144*2) = 42.2 in-lb Page Baseplate Plan View Ps=DL+LL= 51053 lb Fpunct= 2.66*phi*sqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.27 y= (c*e)"0.5 + t*2 = 20.0 in S-slab= 1 *t" 2/6 = 6.0 in"3 Project 1:1: H-092112-3 Concrete fc= 2r500 psi tslab=t= 6.0 in phi=0= 0.65 Soil fsoil= 11000 psf < 10K St~tural · ... ..,_;oncepts . ;!/!Jijef!J Engineering ~ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fox: 714.632.7763 By: AA Prqject: KENDALL FLOR-A-L Design Specifications Configuration: Typical Stair System 1) The analyses presented herein conforms to the requirements of the 2010 CBC 2) Stringer steel Fy= 36000 psi Tread steel Fy= 36000 psi Post steel Fy=_ 50000 psi Handrail steel Fy= 50000 psi 3) Bolts shall conform to A307 unless noted otherwise on the plans or calculations. 4) All welds shall conform to AWS procedures, utilizing E70xx-electrodes or simflar. All such welds shall be performed in shop, with no field welding allowed other than tho?e supervised by a licensed deputy inspector. Design Load~ Exit Facility LL= 100 psf Framing DL= 10 psf Configurati.on Han4,ail ~ Run 179 in Typical Stair Elevation Stringer Prqject i:i: M-092112-3 Rise 114 in St~ural' _,, ~Voncepts . ~;j} Engineering . · ~ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By; AA. Tread & Connection Tread must resist 300 lb point load Bending Project: KENDALL FLORAL Tread= 11" x 1/8" Diamond Plate Fy= 36,000 psi P= 300 lb M= P*L/4 = 2,700 psi S= 1.050 in"3 Connection Shear=R= P = 300·lb Stringer & Connection Stringer must resist uniform load Stringer= MC10x8.4 Ix= 32.00 in"4 Sx= 6.40 in" 3 Bending Connection DL= 10 psf LL= 100 psf Fy= 36,000 psi M= w * L"2/8 = 77,248 psi Shear=R= w * L/2 = 1458Ib L= 36in Fb= 0.6 * Fy = 21,600 psi fb/Fb= (M/S)/Fb = 0.12 N=# Bolts= 2 Bolt Diam= 0.375 in tmin= 0.1375 in Rise= 114 in Run= 179in OK Tread Length=L= [Rise"2 + RJJn"2]"0.5 = 212in Support at Ctr= No Eff L= 212.0 in Fb= 0.6 * Fy = 21,600 psi fb/Fb= (M/Sx)/Fb = 0.56 N=# Bolts= 2 Bolt Diam= 0.500 in OK Project#: M-092112-3 Deflection I= 4.560 in"4 T E= 29,000,000 psi D= PL "3/(48*E*I) t=1/8" 5.0" = 0.002 in 2.0" ______ _j_ OK\--11~ ~ Dallow=L/ 240 = 0.150 in Fv= 10 ksi Fu= 58 ksi Shear Capacity= N * Bolt Area * Fv = 2,209 lb OK Bearing Capacity= N * Bolt Diam* tmin * 1.2 * Fu = 7,178 lb OK Trib Width= Tread Length/2 = 1.5 ft w= (LL + DL) * Trib Width = 165.0 plf Deflection E= 29,000,000 psi D= 5 * w * L "4/(384*E*I) = 0.390 in Dallow=L/ 240 Fv= 10 ksi Fu= 58 ksi = 0.883 in OK Shear Capacity= N * Bolt Area * Fv = 3,927 lb OK T MC10x8.4 J_ tmin= 0.1375 in Bearing Capacity= N * Bolt Diam * tmin * 1.2 * Fu = 9,570 lb OK Pagf1Q of~:) St~tural' '-Voncepts ,,-..,( ·'" :./',';' '','v', --~ E ~~:./7 · ngineering ~ 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Project: KENDAl'...L FLORAL Post & Hancirail P9st & Handrail designed to resist 200 lb point load Post P= 200Ib Post= TS 1:5 x 14 ga Height=H= 42.0 in S= 0.183 in Fy= 50,000 psi .M= P*H/2 = 4,200 in-lb Post To Baseplate Connection Post is welded directly to the baseplate with all around 1/8" fillet-weld Baseplate to FloorConnection Mbase= 4,200 in-lb d= 4 in Tbolt= Mbase/d = 1050Ib Fv= 21,000 psi Vallow (3/8")A2*pi/4 * Ft = 2,319 lb OK Handrail/Guardrail Handrail= TS 1.5 x 14 ga Length=L= 72.0 in S= 0.183 in Fy= 50,000 psi P= 200 lb M= P*L/4 = 3,600 in-lb Fb= 0.6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.66 OK Fb= 0.6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.77 D Page?\ of ~_? OK B Project *i: M-092112-3 PT H Post Elevation L + p Rail Elevation Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.124904 Longitude= -117.284629 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B-Fa= 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.178 (Ss, Site Class B) 1.0 0.445 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.124904 Longitude= -117.284629 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =Fvx S1 . Site Class D -Fa= 1.029 ,Fv = 1.555 Period Sa (sec) (g) 0.2 1.212 (SMs, Site Class D) 1.0 0.692 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.124904 Longitude = -117 .284629 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D -Fa= 1.029 ,Fv = 1 .. 555 Period Sa (sec) (g) 0.2 0.808 (SDs, Site Class D) 1.0 0.462 (SD1, Site Class D) Converting Addresses to/from Latitude/Longitude/ Altitude in One Ste .. ~ http://www.stevemorse.org/jcal/latlon.php l of l Converting Addresses to/from Latitude/Longitude/ Altitude in One Step Stephen P. Morse, San Francisco _ .!;3,c1J~h M qd!:t(Forwa[d): j J{~JclJ. Mg_d_eJl3~y§r~e) _j )~9t~f! M Q(!C:l_-(A,JJity_(!~) ;: : ...... P,egLNl in.{S.~c; t<tDec;:hn,aJ _, ---_,....._.,.......,,.,..,....,,,-....,_,__,;,.;;_"" _________ ,_ ~-----·- _Cqn:ipu~ing D.i$tf!~-se.~_J ·fr~fl\.H~ntJy_~s,k~~tO.u!?.~ti.or? .. fl:1YO~h~r.V'l.el?pag!:)s_. 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'l ... _ ·----_; . _,. t fde"i~~:;~~t,33°..1· 29.8686":tXi"'i0 .1 T4.2554'1r_ ...... -...... : ' • ..,._.,,.. _, -,;;:;;:,,_...;:_-: -•----•-••-•--;:::;;:;_-:...:;-_: .. :::::-.. ::_f:::::..::::.;:,:::::.-.. --._,_ --·--· ,;,--,-.. --,·-·---,-I !from.!:!§£ :jlatitude :!longitude :altitude;! :i1~~~aI:.~ ... ·Mj:.ii~?X?}§~~3il=.i:!_~:~~6.~1.~~ii~_?j.: .. _ -~· ... ·J ·!deg-~~sec!f33·; .. ·1~ 29.BO.t :l-111° 11~·1fi·s1sr~ .. -r .1 1960 KELLOGG A VE carlsbad CA --·-------· ·-··-----·-·-·-·-·----·-----' -----·-·-··· -· .. ·------·----· --· !from.~ [!18:tit~~~ .......... i/1?1?:~tude _ . ;/altitu~e; :decimal ;133.124904 'l-117.284629 : ........ ---........... ··-''·-.. -... · .... ·-...... ------.. --.--L ...... .. jde~~mm-se~::?3° ?1 ?9.65441'l[-1_17~ 17' 4..6644ll': 1960 Kellogg Ave, Carlsbad, California 92008 Data presented here comes from the following websites: google. (all addresses) geocoder.ca. (US and Canadian addres$es only) geocoder.us. (US addresses only) gpsvisualizer. (for altitudes) locatienet. (European addresses only) use. (US addresses only) virtual eaiih (US addresses only) 9/21/2012 10:07 AM ' . l ' . ' t .. l ., l ,,! I '\ ·! l j 4 . ·' j l l t i i ~ i 1 , ; .1 I l i l -l \ ..J ® ~- -,_.) ;· ,-... t» J \ (J"I _.J ~ ~ i _.J )- l ~ ~----j '_)?--__, 'c_ .4,. j d: ____,,, J .) ----'-' .,.j ---O· __, -- lli 2. N_ -\.{\ -\J') ~-~--·--' - • i • I i I . .'·t . ' I I ! . \ i 1 --. I ' . I i t ! . I l l: l f r t I !